Full functionalities of Detail 3D

Full functionalities of Detail 3D | Idea Statica Web Eshop

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Name: 3D Detail Introduction

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    "value": "<p>Detail 3D is essentially an extension of the current established IDEA StatiCa Detail application. It adds a new Model type 3D and with this comes the implementation of a method for calculating stress fields in 3D space called 3D CSFM. Calculations and checks are implemented for the Ultimate Limit State.</p>\n<p>Before going into the description of the functionalities of Detail 3D it will be good to point out the existence of Theoretical background, where you can read more technical details about the individual model entities and the calculations themselves.</p>\n<ul>\n  <li><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>IDEA StatiCa Detail – Structural design of concrete 3D discontinuities</strong></a></li>\n</ul>\n<p>In the first step, the user can select a new Model type on the initial screen (in the wizard), where several templates are available, and of course, the option to enter a model from scratch.</p>\n<figure data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b625d4c-9842-4ccc-b10b-89a82bceb111/3D%20Detail%20in%2024.1_1.png\" data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" alt=\"\"></figure>\n<p>As for 2D models, you can edit the Initial settings in the right part, such as Design code, Materials, and Concrete cover.</p>\n<p>After creating a blank model or a model from a template, options familiar to the 2D modeling environment are available.</p>\n<p>Options for working with multiple Project items can be found in the top ribbon, as well as the now standard Undo/Redo buttons, Labels view options, Gallery controls, calculation settings, and template management controls.</p>\n<figure data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d987045a-993e-403c-b17c-e48903b0005a/3D%20Detail%20in%2024.1_3.png\" data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" alt=\"\"></figure>\n<p>It also initializes the tree, whose first item, called by default DRM1, contains the default settings for the actual Project Item. Above the tree, you can find tools for manipulating the model.</p>\n<figure data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3381341d-56a3-49bf-b78c-dff47f501a72/3D%20Detail%20in%2024.1_4.png\" data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" alt=\"\"></figure>"
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                    "value": "<p>In practice, engineers may encounter different types of finite elements (from simple 1D bar elements to more complicated 3D brick elements) that are used in a variety of applications for the analysis and design of structural elements. A common feature of most of the computations in practice tends to be the linear behavior of the models, the advantages of which are undoubtedly speed, clarity, and simply the fact that for a large variety of problems, this solution is quite sufficient.</p>\n<p>Especially in the world of concrete structures, it often happens that the linear approach is not sufficient simply because after the first cracks appear in the loaded element, the stresses are redistributed and the problem becomes significantly non-linear.</p>\n<p>For these cases, it is necessary to choose one of the more sophisticated approaches. For 1D cases, analytical methods defined directly in codes can often be found. For example, popular Strut and Tie models can be built for 2D planar elements and discontinuity regions (D-regions), or the more sophisticated stress field method implemented in IDEA StatiCa Detail, CSFM, can be used.</p>\n<p>However, if the engineer encounters a problem that cannot be simplified into planar behavior, the options are very limited. Of course, a 3D Strut and Tie model can be built or semi-scientific software can be used for accurate analysis. These procedures are often time-consuming, not code-compliant, and require an engineer knowledgeable in advanced modeling methods.</p>\n<p>For this reason, IDEA StatiCa has developed and implemented the 3D CSFM (Compatible Stress Field Method) in the Detail application. 3D CSFM extends the established CSFM into a third dimension, offering a fast and code-compliant solution that is primarily applicable to the everyday engineer, giving them a unique new ability to safely tackle the complex details of concrete structures.</p>"
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                    "value": "<p>3D CSFM defines the concrete behavior based on the<strong> Modified Mohr-Coulomb</strong> plasticity theory for monotonic loading. The method <strong>considers principal concrete stresses in compression and reinforcement stresses (σ</strong><em><strong><sub>sr</sub></strong></em><strong>) at the cracks while neglecting the concrete tensile strength (tension cut-off), except for its stiffening effect on the reinforcement (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>Tension stiffening</strong></a><strong>).</strong></p>\n<p><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>1</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>2</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>3</sub></strong><em><strong><sub>r</sub></strong></em><em><strong> ≤ 0 MPa</strong></em></p>\n<p>The reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM <strong>is not suitable for simulating plain concrete</strong> due to the absence of tension, which may result in misleading deformation and model divergence. Generally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle <em>φ</em> and cohesion parameter <em>c</em>. <strong>3D CSFM assumes a zero angle of internal friction </strong>(Fig. 1e), leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Basic assumptions of the 3D CSFM: (a) principal stresses in concrete; (b) stresses in the reinforcement direction;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) stress-strain diagram of concrete in terms of maximum stresses; (d) stress-strain diagram of reinforcement}}}\\) \\( \\textsf{\\textit{\\footnotesize{in terms of stresses at cracks and average strains; (e) Mohr's circles for concrete model in 3D CSFM; (f) bond shear stress-slip}}}\\) \\( \\textsf{\\textit{\\footnotesize{relationship for anchorage length verifications.}}}\\)</em></p>\n<h4>Concrete&nbsp;</h4>\n<p>The presented material model is a multisurface plasticity model given by the combination of the Mohr-Coulomb and Rankine models for monotonic loading. It’s important to note that this model does not address unloading, therefore, state variables are not stored, as they would be in classical plasticity models used for cyclic loading.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>As already mentioned, the material model is intended for use in applications that calculate the response of reinforced concrete (not suitable for plain concrete). This is due to the exclusion of concrete in tension. Therefore, the model is not even suitable for structural elements where the design rules for reinforced concrete such as minimum reinforcement ratio, maximum bar spacing, etc., are not fulfilled. It should also be added that, for numerical stability reasons, a very small tensile capacity is defined in the model. The tensile part is restricted by planes corresponding to the Rankine model.</p>\n<p>3D CSFM in&nbsp;<em>IDEA StatiCa Detail</em>&nbsp;does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., it considers an infinitely plastic branch after the peak stress is reached). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the&nbsp;𝜂<sub>𝑓𝑐</sub>&nbsp;reduction factor defined in&nbsp;<em>fib</em>&nbsp;Model Code 2010 as follows:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>c</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<p>The <em>f</em><em><sub>c,red</sub></em> is then compared with the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> in concrete, which will be defined further, of course, with consideration of all safety factors prescribed by code.</p>\n<p>A detailed description of the concrete model can be found at the following link:</p>\n<ul>\n  <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Concrete Material Model for 3D Detail</strong></a></li>\n</ul>\n<h4>Reinforcement</h4>\n<p>The bilinear stress-strain diagram for reinforcement bars, as defined by design codes (Fig. 1d), represents an idealized model. This model necessitates knowledge of the basic properties of the reinforcement during the design phase, specifically the strength and ductility class. Alternatively, users have the option to define a customized stress-strain relationship.</p>\n<p>Tension stiffening is considered by modifying the stress-strain relationship of the bare reinforcing bar to capture the average stiffness of the bars embedded in the concrete (ε<sub>m</sub>) (Fig 1b).</p>\n<h4>Anchorage</h4>\n<p>Bond-slip between reinforcement and concrete is introduced in the finite element model by considering the simplified rigid-perfectly plastic constitutive relationship presented in (Fig. 1f), with&nbsp;<em>f</em><em><sub>bd</sub></em>&nbsp;being the design value (factored value) of the ultimate bond stress specified by the design code for the specific bond conditions.</p>\n<p>This is a simplified model with the sole purpose of verifying bond prescriptions according to design codes (i.e., anchorage of reinforcement). The reduction of the anchorage length when using hooks, loops, and similar bar shapes can be considered by defining a certain capacity at the end of the reinforcement, as will be described further.</p>\n<h4>Anchors</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces, as well as shear forces, considering the bending stiffness.&nbsp;</p>\n<p>The following types of anchors are available:</p>\n<ul>\n  <li>Cast-in-place anchors\n    <ul>\n      <li>Reinforcement</li>\n      <li>Washer plate</li>\n      <li>Headed stud</li>\n    </ul>\n  </li>\n  <li>Cast-in-place reinforcement\n    <ul>\n      <li>Reinforcement</li>\n      <li>Threaded rods</li>\n    </ul>\n  </li>\n</ul>\n<p><br></p>\n<p><strong>Cast-in-place - Reinforcement</strong></p>\n<p>Modeled as ribbed reinforcement embedded in concrete. Bond strength is calculated according to selected code rules in the same way as for standard reinforcement. At the anchor end, an <strong>Anchorage type</strong> can be defined, working identically to reinforcement - an anchorage spring is applied with the β-factor set according to the chosen code. Three geometric shapes are available: <strong>Straight, L-shape, U-shape</strong>.</p>\n<figure data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b7dc2b3e-f3e4-4741-8826-118ea9a6372a/Cast-in-reinforcement%20shapes.png\" data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Cast-in reinforcement anchor - shapes}}}\\]</em></p>\n<p><strong>Cast-in-place - Washer plate and Headed stud</strong></p>\n<p>The washer plate and the head of the headed stud are modeled as a plate-shell element from the corresponding material attached directly to the anchor shank. It transfers load to the concrete through compression-only contact. Available shapes: circular and square (only circular for headed stud), with customizable dimensions. The washer plate and head model is elastic and is not checked for resistance.&nbsp;</p>\n<p>At the finite element model level, the <strong>pull-out</strong> of the anchor is directly checked. The compression contact has stop criteria set so that it is not able to transfer greater contact stress to the concrete than prescribed by the selected standard. In practical terms, this means that if the anchor were to be loaded with a force that does not comply with the pull-out assessment, the result would be premature termination of the calculation because this stop criterion would be exceeded during further loading.</p>\n<p>The anchor shank has <strong>zero bond strength</strong> – all load is transferred to the concrete through the plate or head into the concrete.</p>\n<p><strong>Post-installed - Reinforcement and Threaded rod</strong></p>\n<p>Designed as bars installed into drilled holes and bonded with adhesive. The engineer specifies the <strong>design bond strength</strong> directly from the technical specification of the adhesive product.</p>\n<p>More information about connecting individual anchor types to the base plate or cast-in plate can be found in the chapter Finite elements types - <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#load-transfer-devices\" title=\"Load transferring devices\">Load transferring devices</a>.&nbsp;</p>"
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                    "value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory&nbsp;is a&nbsp;mathematical model&nbsp;describing the response of<strong> </strong>brittle materials, to&nbsp;shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the&nbsp;compressive strength&nbsp;far exceeds the&nbsp;tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In&nbsp;structural engineering,&nbsp;it is used to determine failure load as well as the angle of&nbsp;fracture&nbsp;for displacement of fracture surface in concrete and similar materials.&nbsp;Coulomb's&nbsp;friction&nbsp;hypothesis is used to determine the combination of shear and&nbsp;normal stress&nbsp;that will cause a fracture of the material.&nbsp;Mohr's circle&nbsp;is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the&nbsp;principle of normality,&nbsp;the stress introduced at failure will be perpendicular to the line describing the fracture condition.&nbsp;</p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the&nbsp;angle of friction. This makes the strength of the material determinable by comparing the external&nbsp;mechanical work&nbsp;introduced by the displacement and the external load with the internal mechanical work introduced by the&nbsp;strain&nbsp;and stress at the line of failure. By&nbsp;conservation of energy,&nbsp;the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 6.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 7.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 6, where the real angle of internal friction is used, and Figure 7, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way.&nbsp;</p>\n<p>\\[\\kappa = &nbsp;&nbsp;\\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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                    "value": "<h3>Equilibrium equations</h3>\n<p>The theory of small deformations enables the assembly of the equilibrium equation based on the undeformed volume using a first-order approach.&nbsp;</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Equilibrium equations and graphical representation on infinitesimal element}}}\\]</em></p>\n<h3>Compatibility equations</h3>\n<p>A solid body comprises infinitesimal volumes or material points, each of which is interconnected without gaps or overlaps. Mathematical conditions must be adhered to in order to prevent the occurrence of gaps or overlaps when a continuum body undergoes deformation.</p>\n<h3>Constitutive equations</h3>\n<p>The constitutive equations governing the behavior of 3D elements play a pivotal role in the analysis of material behavior in structural mechanics. These equations are formulated to accommodate the non-linear <strong>isotropic behavior</strong>, which is valid for <strong>solid block </strong>members in IDEA StatiCa Detail.&nbsp;</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 9\\qquad Linearly elastic isotropic compliance matrix}}}\\]</em></p>"
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                    "value": "<p>3D CSFM considers continuous stress fields in the concrete (3D finite elements), complemented by discrete “rod” elements representing the reinforcement (1D finite elements). Therefore, the reinforcement is not diffusely embedded into the concrete 3D finite elements but explicitly modeled and connected to them.&nbsp;</p>\n<figure data-asset-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\" data-image-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c798c245-3d04-4741-9a1f-98fe77c3d439/FE%20model%203D%20Detail.png\" data-asset-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\" data-image-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 10\\qquad Rendering of the calculation model for concrete block and out-of-plane wall}}}\\]</em></p>"
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                    "value": "<p>The non-linear (inelastic) finite element analysis model is created by several types of finite elements used to model concrete, reinforcement, and the bond between them. Concrete and reinforcement elements are first meshed independently and then interconnected using multi-point constraints (MPC elements). This allows the reinforcement to occupy any position not limited to nodes of tetrahedral mesh. To verify anchorage length, bond, and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC and bond elements}}}\\]</em></p>\n<h4>Concrete</h4>\n<p>Concrete is analyzed using <strong>mixed tetrahedral elements with nodal rotations</strong>. The tetrahedral elements allow us to mesh regions of any topology while the implemented formulation guarantees accurate deformation results (without spurious shear stress known as the shear lock effect) even for the coarse mesh which would not be suitable for linear tetrahedral elements formulation.&nbsp;</p>\n<p>Full integration is utilized. It means that each element is equipped with four integration points situated within the volume. Such an integration yields a precise strain and stress field, allowing for sufficient evaluation and presentation of the results across the whole volume. Subsequently, the stop criteria are established based on the value in the integration point.</p>\n<h4>Reinforcement</h4>\n<p>Rebars are modeled by two-node 1D “rod” elements (CROD), which only have axial stiffness. These elements are connected to special “bond” elements that were developed in order to model the slip behavior between a reinforcing bar and the surrounding concrete. These bond elements are subsequently connected by MPC (multi-point constraint) elements to the mesh representing the concrete. This approach allows the independent meshing of reinforcement and concrete, while their interconnection is ensured later.</p>\n<h4>Bond elements</h4>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (3D) and reinforcing bar elements (1D) in the finite element model. For this purpose, the “bond” finite element type was developed.</p>\n<p>The bond element is defined as a shell finite element connected to elements representing reinforcement by the first layer and by the second layer to concrete mesh via multi-point constraints (MPC elements). It should be noted that the bond element is always displayed in this article with a non-zero height, which is, however, defined as infinitesimal in the model.</p>\n<p>The behavior of this element is described by the bond stress, τ<em><sub>b</sub></em>, as a bilinear function of the slip between the upper and lower nodes, δ<em>u</em>, see (Fig. 12).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad (a)&nbsp;Conceptual&nbsp;illustration&nbsp;of&nbsp;the&nbsp;deformation&nbsp;of&nbsp;a&nbsp;bond&nbsp;element;&nbsp;(b) shear-deformation&nbsp;function}}}\\]</em></p>\n<p>The elastic stiffness modulus of the bond-slip relationship,&nbsp;<em>Gb</em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default&nbsp;<em>kg</em>&nbsp;= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as&nbsp;<em>Ecm</em>&nbsp;in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress,&nbsp;<em>f</em><em><sub>bd</sub></em>, provided in the respective selected design codes EN 1992-1-1 or ACI 318-19 are used to verify the anchorage length. The hardening of the plastic branch is calculated by default as&nbsp;<em>Gb</em>/105.</p>\n<h4>Anchorage spring</h4>\n<p>The provision of anchorage ends to the reinforcing bars (i.e., bends, hooks, loops…), which fulfills the prescriptions of design codes, allows the reduction of the basic anchorage length of the bars (<em>l</em><em><sub>b,net</sub></em>) by a certain factor β (referred to as the ‘anchorage coefficient’ below). The design value of the anchorage length (<em>lb</em>) is then calculated as follows:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Model for the reduction of the anchorage length: a) Anchorage force along the anchorage length of }}}\\] \\[ \\textsf{\\textit{\\footnotesize{the reinforcement bar, b) slip-anchorage force constitutive law}}}\\]</em></p>\n<p><br></p>\n<p>The reduction of the anchorage length is included in the finite element model by means of a spring element at the end of the bar (Fig. 13a), which is defined by the constitutive model shown in (Fig. 13b). The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement</p>"
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                    "value": "<h3>Base plate</h3>\n<p>The base plate is modeled as an elastic shell element. The steel material used for base plates is defined in the Materials tab. The only physical property is the modulus of elasticity <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad The base plate material definition}}}\\]</em></p>\n<p>The base plate can be loaded by the point load (Fx, Fy, Fz, Mx, My, Mz) and the group of forces (Fx, Fy, Fz), mainly used for loading models exported from the IDEA StatiCa Connection. Note that point loads and point moments directly load the corresponding node of the base plate. It means that there is no redistribution, only by the stiffness of the base plate.&nbsp;</p>\n<p>This implementation allows importing load effects from the IDEA StatiCa Connection that are applied to the base plate at the location of the individual weld finite elements with the value and direction determined from the general stress of that weld finite element. More can be read in the corresponding chapter of this document.</p>\n<p>The second loading option is the <strong>Stub</strong> — representing a short portion of the column above the base plate. The stub is modeled as an elastic shell element structure and behaves as a physically accurate interface between the internal forces and the plate. The user selects a cross-section for the stub from a standard section database. The 6-component internal force set (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> — i.e. the base of the column. Constraints transfer the forces to the top face of the stub, from where they are naturally redistributed through the stub into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33381e95-f9e8-4586-8a4e-d723bbab5356/Stub%20for%20loading.png\" data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad The load transfer through the stub}}}\\]</em></p>\n<p><br></p>\n<p><strong>Shear transfer mechanism (from base plate to concrete block)</strong></p>\n<p>Frictional compression-only contact is defined between the baseplate and concrete. For the shear transfer user can choose from three options:</p>\n<ul>\n  <li><strong>By anchors</strong></li>\n  <li><strong>By friction</strong></li>\n  <li><strong>By shear lug</strong></li>\n</ul>\n<p>The software does not allow the combination of these shear transfer mechanisms.&nbsp;</p>\n<p><strong>The friction</strong> coefficient should be input as a designed (factored) value. In case the resultant shear force&nbsp;<em>F</em><em><sub>xy</sub></em><em> </em>exceeds the pressure force <em>F</em><em><sub>z</sub></em> times the frictional coefficient <em>μ,</em> the calculation will stop, and not all the loads will apply to the model. The condition is written as follows:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>This can be seen in the following example, where two load cases are considered.&nbsp;</p>\n<ul>\n  <li>LC1 - Permanent type - F<sub>z</sub> = 100 kN</li>\n  <li>LC2 - Variable type- F<sub>x</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Load input for example explaining shear transfer by friction}}}\\]</em></p>\n<p>In the first calculation step, all the permanent load is applied. Then the variable load is gradually applied until it reaches the value of the pressure load times the friction coefficient.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Results from example explaining shear transfer by friction}}}\\]</em></p>\n<p>The graph in Figure 18 defines the behavior of the frictional contact between the baseplate and concrete.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad Force-displacement graph describing the behavior of frictional contact}}}\\]</em></p>\n<p>The value of<em> F</em><em><sub>z</sub></em><em>μ</em> differs for each increment of the calculation, whereas the value of maximal shear deformation <em>u</em><em><sub>xy</sub></em> is constant.&nbsp;</p>\n<p>If the compressive normal force <em>F</em><em><sub>z</sub></em> and the shear force <em>F</em><em><sub>xy</sub></em> are input in one load case type (e.g. only permanent), and the condition of <em>F</em><em><sub>xy</sub></em><em>&nbsp;/ (F</em><em><sub>z</sub></em><em>μ)&nbsp;≤ 1</em> is not fulfilled<em>, </em>no load will be applied to the model because the condition is not fulfilled in any increment of the calculation.</p>\n<p><strong>The shear lug</strong> is connected with the concrete mesh by constraints allowing only compression only normal stress transfer.&nbsp;</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Shear lug transfer of shear mechanism}}}\\]</em></p>\n<p>The shear lug is modeled from elastic shell elements, where the modulus of elasticity E defines the material.</p>\n<p>The results are not evaluated and displayed for the base plate as well as for the shear lug.</p>\n<p><br></p>\n<p><strong>&nbsp;Base plate options &nbsp;(stand-off, grout)</strong></p>\n<p>The following set of stand-off options, fully aligned with the Connection application, is available.</p>\n<ul>\n  <li><strong>Direct</strong></li>\n  <li><strong>Mortar joint – nuts from the top</strong></li>\n  <li><strong>Mortar joint – nuts from the top and bottom</strong></li>\n  <li><strong>Gap</strong></li>\n</ul>\n<p>The mortar layer is modeled as a <strong>shell element</strong>, with its stiffness taken into account. Note that shell elements are incompressible in the direction of their thickness. This helps to redistribute local forces to the concrete and is valid for typical bedding thicknesses used in practice - 25-50 mm.</p>\n<p>The distinction between nuts only from the top (pinned interconnection between anchor and base plate) vs. top and bottom (fixed interconnection between anchor and base plate) strongly influences the shear capacity from the point of view of concrete bearing.</p>\n<h3>Anchors</h3>\n<p>The finite elements representing anchors are modeled to be able to transfer normal and shear forces to the concrete, also taking into account the bending stiffness of the anchors. To model the slip between the anchor and the surrounding concrete, the same bond and MPC elements are used as for the reinforcement. With the difference that:</p>\n<ul>\n  <li>For post-installed (adhesive) anchors, it is necessary to specify the design bond strength.</li>\n  <li>For Washer plates and Headed studs, the bond is neglected along the shank of the anchor. All axial load is then transferred to the concrete through the washer plate or head of the anchor.</li>\n</ul>\n<p>Anchors can be interconnected with base plates. For this interconnection, a fully nonlinear constraint is used to connect the anchor's end and a base plate node. This constraint allows us to control all degrees of freedom to ensure, for example, that the anchors transfer no compression force from the base plate, or that no shear is transferred by the anchor when modeling a shear lug, etc.</p>\n<p><strong>Interconnection with base plate</strong> properties for anchors allows the user to control whether the anchor will be connected with the base plate by the previously mentioned constraint and how.&nbsp;</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad Interconnection with base plate settings}}}\\]</em></p>\n<p>The <strong>Transfer of shear</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of shear. Note that it is not supported to combine shear transfer mechanisms, so for transfer by friction and shear lug, this checkbox is irrelevant. On the other hand, for shear transfer using anchors, this field gives the option to exclude some anchors from shear transfer.</p>\n<p>The <strong>Transfer of axial forces</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of the axial direction. This is mainly used for the export from the Connection feature (see the corresponding chapter). For manual modeling, it makes sense to have this checkbox always checked.</p>\n<p>When the checkbox is unchecked, the anchor is disconnected in both tension and compression (in the case of a model exported from the Connection application, the connection is replaced by a pair of forces). If the checkbox is checked, the anchor is always connected to the plate in tension, but the connection in compression is controlled by the anchor type and the type of stand-off. For more information, see Figure 23.</p>\n<p><strong>Cut threads</strong></p>\n<p>Controlled by a checkbox in anchor properties and has 2 purposes:</p>\n<p>1. Defines how the anchor connects to the base plate:</p>\n<ul>\n  <ul>\n    <li>For headed studs and cast-in reinforcement connected to the Base plate (not for Cast-in plates), it distinguishes between a <strong>bolt connection (pinned)</strong> and a <strong>welded connection (fixed)</strong> — visible in the 3D scene.</li>\n    <li>Note that the way of anchor-to-plate connection has a significant influence on the shear resistance from the point of view of bearing of the concrete.</li>\n  </ul>\n</ul>\n<figure data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30a7aadf-a72c-4ca5-be2f-35a9bf4f3c45/Cut%20threads%20weld%20or%20pinned.png\" data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Cut threads options}}}\\]</em></p>\n<p>2. For Eurocode, the resistance of the anchor with cut threads is reduced according to EN 1993-1-8 3.6.1 (3). It can be set in Project settings. For Threaded rods and Washer plates, it is recommended to keep this setting on at all times.</p>\n<h3>Axial and rotational interconnection between Anchor and Base plate</h3>\n<p>As already mentioned in this chapter, depending on the type of anchor, the stand-off setting, and whether or not cut threads are considered, anchors are connected to the base plate in different ways. In terms of rotational connection, this can be <strong>Hinged / Fixed</strong>. In terms of axial connection, this can be <strong>Tension / Tension + Compression</strong>. The rotational connection types strongly influence the shear capacity from the point of view of concrete bearing. In a 3D scene, it is easy to tell whether an anchor is connected as fixed or hinged based on the presence of nuts, see Figure 22.</p>\n<figure data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba36be0-87e2-416f-a380-66f3f14638dc/Rotational%20constrains.png\" data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Rotational constraints}}}\\]</em></p>\n<p>The following table shows all possible combinations of base plate connections with anchors and the corresponding rotational and axial connections.</p>\n<figure data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/568c6688-adc1-4f20-b28f-914f917ab5be/Axial%20and%20rotational%20constrains%20table.png\" data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>\n<h3>Cast-in plates</h3>\n<p>Cast-in plate is a special case of a base plate. It is modeled analogously with the following differences:</p>\n<p>Since the plate is embedded inside a concrete block, no type of stand-off can be specified. The depth of the slab embedding is neglected. The plate, modeled by shell elements, is placed directly on the concrete surface. Therefore, the side surfaces of the slab are not considered to be supported by the concrete.</p>\n<p>It is only possible to use Reinforcement and Headed studs, which, like classic anchors, can be set to be connected to the slab in the axial and shear directions. Practical experience and some national documents indicate the need to design Headed studs only for shear and Reinforcement for axial load. From the perspective of axial and rotational constraints, anchors are always connected as Fixed and Tension + Compression.</p>\n<figure data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b53c46b-318c-4347-bf21-959cbc8fbde8/Interaction%20with%20cast-in%20plate.png\" data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>"
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                    "value": "<p>A standard full Newton-Raphson (NR) algorithm is used to find the solution to a non-linear FEM problem.&nbsp;</p>\n<p>Generally, the NR algorithm does not often converge when the full load is applied in a single step. A usual approach, which is also used here, is to apply the load sequentially in multiple increments and use the result from the previous load increment to start the Newton solution of the subsequent one. For this purpose, a load control algorithm was implemented on top of the Newton-Raphson. In the case that the NR iterations do not converge, the current load increment is reduced to half its value, and the NR iterations are retried.</p>\n<p>A second purpose of the load-control algorithm is to find the critical load, which corresponds to certain “stop criteria” – specifically the maximum strain in concrete, the maximum slip in bond elements, the maximum displacement in anchorage elements, and the maximum strain in reinforcing bars. The critical load is found using the bisection method. In the case where the stop criterion is exceeded anywhere in the model, the results of the last load increment are discarded and a new increment of half the size of the previous one is calculated. This process is repeated until the critical load is found with a certain error tolerance.</p>\n<p>For concrete, the stop criterion was set to a 5% strain in compression (i.e., around an order of magnitude larger than the actual failure strain of concrete) and 7% in tension at the integration points of shell elements. In tension, the value was set to allow for the limit strain in reinforcement, which is usually around 5% without accounting for tension stiffening, to be reached first. In compression, the value was chosen from among several alternatives as one that is large enough for the effects of crushing to be visible in the results, but small enough so as not to cause too many problems with numerical stability.</p>\n<figure data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1178a514-d8d2-4a37-a0f2-517809af1881/16.png\" data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 25\\qquad Constitutive law of bond and anchorage elements used for anchorage length verification: a) Bond shear stress}}}\\] \\[ \\textsf{\\textit{\\footnotesize{slip response of bond element, b) force-displacement response of an anchorage element}}}\\]</em></p>\n<p><br></p>\n<p>For reinforcement, the stop criterion is defined in terms of stresses. Since stresses at the crack are modeled, the criterion in tension corresponds to the reinforcement tensile strength accounting for the safety coefficient. The same value is used for the criterion in compression.</p>\n<p>The stop criterion in bond elements and anchorage springs is α·δ<em><sub>umax</sub></em>, where δ<em><sub>umax</sub></em>&nbsp;is the maximum slip used in code checks and α = 10.</p>\n<p><br></p>\n<p>Other stop criteria for anchoring:</p>\n<ul>\n  <li>Pull out of headed anchors (maximal contact compression stress at the top face of the head of the anchor).&nbsp;</li>\n  <li>Maximal shear force that can be transferred by the anchor from the point of view of the bearing of concrete.</li>\n</ul>\n<p>These two criteria are dependent on the selected code. You can find more information about them in the sections explaining the code-dependent parts of structural analysis in the application.</p>"
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                    "value": "<p>The IDEA StatiCa Detail model does not always have to be modeled from scratch or from a template. There is also an option to import the model, including load effects, from IDEA StatiCa Connection. In Connection, the steel superstructure above the concrete block is analyzed using a nonlinear 3D model, while the concrete block itself is represented in a simplified way by a Winkler foundation. In Detail, on the other hand, the reinforced concrete block is modeled explicitly and checked in detail.</p>\n<p>When transferring the model, only the base plate, anchors, and concrete block are imported into Detail – the steel member itself (and its global stiffness) is not. In the Connection model, this steel member is connected to the base plate by a weld. The stresses in the weld finite elements are integrated and converted into a set of equivalent forces that load the base plate in Detail. In this way, the effect of the missing steel member is represented by weld forces applied directly to the base plate.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 26\\qquad Loads imported from IDEA StatiCa Connection}}}\\]</em></p>\n<p>Due to the different definition of stiffness between Connection and Detail (missing steel member, different material models, and concrete representation), a direct connection between the base plate and anchors in Detail would generally lead to a different redistribution of loads and, therefore, different tensile forces in the anchors. To avoid this, the anchors are imported <strong>axially disconnected</strong> from the base plate. Instead of transferring axial forces through the physical contact, the anchor tensions obtained from the Connection are applied directly to the anchors in Detail. At the same time, an equal and opposite force is applied to the base plate at each anchor location, so that the global equilibrium of the model is preserved. This pair of forces (one acting on the anchor, the other on the base plate) represents the interaction between the base plate and the anchor without allowing additional redistribution of axial forces in Detail. These two opposite forces are illustrated in Figure 26.</p>\n<p>However, the shear forces are still transferred by the connection between the base plate and the anchors (or shear lug, or friction). This is possible because a constraint is used to connect the base plate and the anchors in shear, allowing us to control the relevant degrees of freedom of this interconnection. In Detail, the user can therefore modify the shear load path – for example, by releasing shear in two of four anchors and keeping only the edge anchors engaged in shear – while the axial forces remain as imported from Connection.</p>\n<p>For <strong>cast-in plates,</strong> we adopted a different approach. Several European design recommendations require that only the reinforcement bars are considered to resist axial forces, while headed studs are assumed to transfer shear only. Since IDEA StatiCa Connection cannot internally separate axial forces in reinforcement anchors from those in headed studs during the export, the anchors of cast-in plates are imported into Detail <strong>fully connected, also in the axial direction</strong>. This allows the user to activate a design option in Detail where reinforcement anchors carry only axial tension and headed studs carry only shear. In this workflow, the axial force that was originally assigned to the headed studs has to be <strong>redistributed</strong> onto the reinforcement anchors within the Detail model. Such redistribution would not be possible if we used the pair-of-opposite-forces approach described above, which is why cast-in plates are handled differently.</p>"
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                    "value": "<h3>Ultimate limit state</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis that takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>To expedite the calculation time and address any issues, consider using a coarse mesh by increasing the multiplier of the default mesh size in the Setup (Fig. 27). If the model performs well, revert the multiplier back to a factor of 1.</li>\n</ul>\n<figure data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1633c630-1610-428f-9f76-d50d4d8ce8c2/18.png\" data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 27\\qquad Mesh multiplier}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). Users can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 27).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code)), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>"
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                    "value": "<h3>Concrete - ULS</h3>\n<p>The concrete model implemented in 3D CSFM is based on the uniaxial compression constitutive laws prescribed by EN 1992-1-1 for the design of cross-sections, which only depend on compressive strength. The parabola-rectangle diagram specified in EN 1992-1-1&nbsp;Cl. 3.1.7 (1) (Fig. 28a) is used by default in 3D CSFM, but designers can also choose a more simplified elastic ideal plastic relationship according to EN 1992-1-1&nbsp;Cl. 3.1.7 (2) (Fig. 28b). The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 28\\qquad The&nbsp;stress-strain&nbsp;diagrams&nbsp;of&nbsp;concrete&nbsp;for&nbsp;ULS:&nbsp;a)&nbsp;parabola-rectangle&nbsp;diagram;&nbsp;b)&nbsp;bilinear&nbsp;diagram}}}\\]</em></p>\n<p>The implementation of 3D CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cu</sub></em><sub>2</sub> (ε<em><sub>cu</sub></em><sub>3</sub>) in a value of 5% while EN 1992-1-1 assumes ultimate strain less than 0.35%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity <em>f</em><em><sub>cd</sub></em> according to EN 1992-1-1 3.1.3 is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p>α<em><sub>cc</sub></em> is the coefficient taking account of long-term effects on the compressive strength and of unfavorable effects resulting from the way the load is applied. It is according to EN 1992-1-1 Cl. 3.1.6 (1). The default value is 1.0.</p>\n<p><em>f</em><em><sub>ck</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>By default, the idealized bilinear stress-strain diagram for the bare reinforcing bars defined in EN 1992-1-1, section 3.2.7 (Fig. 29) is considered. The definition of this diagram only requires the basic properties of the reinforcement to be known during the design phase (strength and ductility class). Whenever known, the actual stress-strain relationship of the reinforcement (hot-rolled, cold-worked, quenched, and self-tempered, …) can be considered. The reinforcement stress-strain diagram can be defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width). Using the stress-strain diagram with a horizontal top branch does not allow for the verification of structural durability. Therefore, manual verification of standard ductility requirements is necessary.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"Fig. 29\tStress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram with a horizontal top branch.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 29 \\qquad Stress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram}}}\\] \\[ \\textsf{\\textit{\\footnotesize{with a horizontal top branch.}}}\\]</em></p>\n<p>Tension stiffening (Fig. 30)&nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"Fig. 30\tScheme of tension stiffening.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 30\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective safety coefficients prescribed in design codes, exactly as in conventional concrete analysis. Values of material safety factors prescribed in EN 1992-1-1 chap. 2.4.2.4 and factors for anchors prescribed in EN 1992-4, EN 1993-1-8, and EN 1994-1-1 are set by default, but the user can change safety factors in the Code and calculation settings (Fig. 31).</p>\n<figure data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/74bc9fff-b55c-46b3-a638-345044b4de8e/Partial%20safety%20factors.png\" data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 31\\qquad The setting of &nbsp;material safety factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Load safety factors have to be defined by the user in Combination rules for each non-linear combination of load cases (Fig. 32). For all templates implemented in <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, partial safety factors are already predefined.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"Fig. 32\tThe setting of  load partial factors in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 32\\qquad The setting of&nbsp; load partial factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>By using appropriate user-defined combinations of partial safety factors, users can also compute with 3D CSFM using the global resistance factor method (Navrátil, et al. 2017), but this approach is hardly ever used in design practice. Some guidelines recommend using the global resistance factor method for non-linear analysis. However, in simplified non-linear analyses (such as 3D CSFM), which only require those material properties that are used in conventional hand calculations, it is still more desirable to use the partial safety format.</p>"
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                        "description": "Fig. 33\tDescription of bond conditions.",
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                        "description": "Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.",
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                        "description": "Fig. 18\t Available anchorage types and respective anchorage coefficients for stirrups. Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.",
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                    "value": "<p>The different verifications required by EN 1992-1-1 are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum Equivalent principal stress σ<em><sub>c,eq </sub></em>obtained from FE analysis and the limit value σ<em><sub>c,lim</sub></em> = <em>f</em><em><sub>cd</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to 1992-1-1&nbsp;Cl. 3.1.7 (1).</p>\n<p>This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction <em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks σ<em><sub>sr</sub></em> and the specified limit value σ<em><sub>s,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{for bilinear diagram with inclined top branch}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\textsf{\\small{for bilinear diagram with horizontal top branch}}\\)</p>\n<p>where:</p>\n<p><em>f</em><em><sub>yk</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the yield strength of the reinforcement according to EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the ratio of tensile strength <em>f</em><em><sub>tk</sub></em> to the yield stress, <br>\n&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γ</em><em><sub>s </sub></em><sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sub>is the partial safety factor for reinforcement.</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value <em>σ</em><em><sub>s,lim</sub></em> is determined.</p>\n<p>In addition, the <em>N</em><em><sub>Ed</sub></em> and <em>V</em><em><sub>Ed</sub></em> values are specified for anchors, which are checked against <em>N</em><em><sub>Rd,s</sub></em> and <em>V</em><em><sub>Rd,s</sub></em> according to the selected code. The code is chosen depending on the type of anchor used in Project settings.</p>\n<figure data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/230a0c76-3c87-40ae-9f83-26d6635e85dc/Project%20settings%20-%20code%20select.png\" data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 33\\qquad EN 1992-1-1 Figure 8.2 - Anchor check - Design code selection}}}\\]</em></p>\n<p>Since different approaches are chosen for checking anchors in different standards, the user can choose the following standards for individual anchor types:</p>\n<ul>\n  <li>Anchors made of bolt material - EN 1992-4, EN 1993-1-8</li>\n  <li>Headed studs subjected to axial force - EN 1992-4</li>\n  <li>Headed studs subjected to shear force - EN 1992-4, EN 1994-1-1</li>\n  <li>Anchors made of reinforcement - EN 1992-4</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1992-4 - 7.2.1.3</strong></p>\n<p>\\[N_{Rd,s} = \\frac{c \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– reduction for cut threads&nbsp;&nbsp;</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– minimum tensile strength of the bolt</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>Ms</sub></em> = partial safety factor for steel</li>\n</ul>\n<p>\\[\\gamma_{Ms} = 1.2 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.4\\]</p>\n<p>where:&nbsp;&nbsp;</p>\n<ul>\n  <li><em>f</em><em><sub>yk</sub></em>&nbsp;– minimum yield strength of the bolt</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1993-1-8 - 3.6.1</strong></p>\n<p>\\[N_{Rd,s} = F_{t.Rd} = \\frac{c \\cdot k_2 \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3)&nbsp;</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;= 0.9 – factor for non-countersunk anchors&nbsp;</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor bolt ultimate tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>M2</sub></em> =1.25&nbsp;– partial safety factor for bolts (EN 1993-1-8, Table 2.1)&nbsp;</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1992-4 - 7.2.2.3</strong></p>\n<p>For stand-off = direct,&nbsp;<strong>the&nbsp;shear without lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.1):</p>\n<p>\\[V_{Rd,s} = \\frac{k_6 \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>For stand-off = mortar joint,&nbsp;<strong>the&nbsp;shear with lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.2):</p>\n<p>\\[V_{Rd,s} = \\frac{\\alpha_M \\cdot M_{Rk,s}}{\\gamma_{Ms} \\cdot l_a}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><em><sub>6</sub></em>&nbsp;= 0.6 for anchors with fuk ≤ 500&nbsp;MPa;&nbsp;<em>k</em><em><sub>6</sub></em>&nbsp;= 0.5 otherwise</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– shear area of anchor reduced by threads</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– anchor bolt ultimate strength</li>\n  <li><em>α</em><em><sub>M</sub></em>&nbsp;=&nbsp;2 – full restraint is assumed (EN&nbsp;1992-4 – Cl.&nbsp;6.2.2.3)</li>\n  <li>\\(M_{Rk,s} = M^{0}_{Rk,s} \\left(1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right)\\)&nbsp;– characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n  <li><sub>&nbsp;</sub>\\(M^{0}_{Rk,s} = 1.2 \\cdot W_{el} \\cdot f_{ub}\\) – characteristic bending resistance of the anchor (ETAG&nbsp;001, Annex C – Equation (5.5b))</li>\n  <li>\\(W_{el} = \\frac{\\pi d^{3}}{32}\\)&nbsp;– section modulus of the anchor</li>\n  <li><em>d</em>&nbsp;– anchor bolt diameter; if the shear plane in a thread is selected (which always is for threaded rod), the diameter reduced by threads is used; otherwise, nominal diameter,&nbsp;<em>d</em><em><sub>nom</sub></em>, is used</li>\n  <li><em>N</em><em><sub>Ed</sub></em>&nbsp;– tensile force in the anchor</li>\n  <li><em>N</em><em><sub>Rd,s</sub></em>&nbsp;– tensile resistance of the anchor</li>\n  <li>\\(l_{a} = 0.5\\, d_{\\mathrm{nom}} + t_{\\mathrm{mortar}} + 0.5\\, t_{\\mathrm{bp}}\\)&nbsp;– lever arm</li>\n  <li><em>t</em><em><sub>mortar</sub></em>&nbsp;– thickness of mortar (grout)</li>\n  <li><em>t</em><em><sub>bp</sub></em>&nbsp;– thickness of the base plate</li>\n  <li>\\(\\gamma_{Ms} = 1.0 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.25\\) for \\(f_{uk} \\le 800 \\text{ MPa}\\) and &nbsp;\\(\\frac{f_{yk}}{f_{uk}} \\le 0.8\\);&nbsp;<em>γ</em><em><sub>Ms</sub></em><sub>&nbsp;</sub>= 1.5 otherwise – partial safety factor for steel failure (EN&nbsp;1992-4 – Table 4.1)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1993-1-8 - 6.2.2</strong></p>\n<p>Anchor shear steel resistance&nbsp;is determined according to EN 1993-1-8 – 6.2.2 (7)&nbsp;<strong>regardless of direct or mortar joint stand-off</strong>. The grout strength and thickness should be according to Cl. 6.2.5 (7).</p>\n<p>\\[V_{Rd,s} = F_{v,b,Rd} = \\min \\left\\{ F_{1v,b,Rd} ,\\, F_{2v,b,Rd} \\right\\}\\]</p>\n<p>where:</p>\n<p>\\[F_{1v,b,Rd} = \\frac{\\alpha_v \\cdot f_{ub} \\cdot A}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li><em>α</em><em><sub>v</sub></em>&nbsp;= 0.6 for grades 4.6, 5.6, 8.8, and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– ultimate tensile strength of the bolt material</li>\n  <li><em>A</em>&nbsp;– tensile stress area of the bolt, <em>A</em> = <em>A</em><em><sub>s,</sub></em> where&nbsp;<em>As</em>&nbsp;is the tensile stress area of the bolt (reduced by the thread)</li>\n  <li><em>γ</em><em><sub>M2</sub></em>&nbsp;– safety factor - EN 1993-1-8 – Table 2.1</li>\n</ul>\n<p>\\[F_{2v,b,Rd} = \\frac{\\alpha_b \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li>&nbsp;\\(\\alpha_b = 0.44 - 0.0003\\, f_{yb}\\)</li>\n  <li><em>α</em><em><sub>b</sub></em> is a&nbsp;coefficient depending on the yield strength of the anchor bolt</li>\n  <li><em>f</em><em><sub>yb</sub></em>&nbsp;– anchor yield strength; 235 MPa&nbsp;≤fyb≤&nbsp;640 MPa</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– tensile stress area (reduced by the thread)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1994-1-1 - 6.6.3.1</strong></p>\n<p>\\[V_{Rd,s} = P_{Rd} = \\frac{0.8 \\, f_u \\, \\pi \\, d^2}{4 \\, \\gamma_v}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><em><sub>v</sub></em>&nbsp;is the partial factor for shear connection per EN 1994-1-1 chap. 2.4.1.2. The recommended value for <em>γ</em><em><sub>v</sub></em>&nbsp;is 1.25</li>\n  <li><em>d</em> is the diameter of the shank of the stud, 16 mm ≤ d ≤ 25 mm;</li>\n  <li><em>f</em><em><sub>u</sub></em>&nbsp;is the specified ultimate tensile strength of the material of the stud, but not greater than 500 MPa.</li>\n</ul>\n<p>In EN 1994-1-1, clause 6.6.3.1 also provides Equation (6.19), which limits the shear resistance of a stud by the punching (bearing) capacity of the concrete. In IDEA StatiCa Detail, this failure mode is not checked by a separate code formula in the post-processing. Instead, it is built directly into the nonlinear finite element analysis as a stop criterion: the analysis is terminated before the shear force in an anchor reaches the corresponding <em>P</em><em><sub>Rd</sub></em><br>\nfrom Equation (6.19). This approach is used because Equation (6.19) is valid only for headed studs welded to the steel plate and for stud diameters in the range 16 mm ≤ d ≤ 25 mm, as specified in 6.6.3.1.</p>\n<p>To cover a wider range of practical cases, we created a series of 3D reference models in Abaqus with anchor diameters from 8 mm to 50 mm and concrete strengths from C16/20 to C50/60. The studs were modeled either welded rigidly to the base plate or connected by a pinned (hinged) joint. The material models and contact parameters in Detail were then calibrated against these Abaqus simulations, which were themselves verified against Equation (6.19) within its validity range. This stop criterion is valid for all anchor types and all EN codes.</p>\n<p><br></p>\n<p><strong>Interaction of tension and shear in anchor steel</strong></p>\n<p>The interaction of tension and shear per EN 1993-1-8 is implicitly included in the anchor shear check.</p>\n<p>The interaction of tension and shear per EN 1992-4&nbsp;is determined separately for steel and concrete failure modes according to Table 7.3. Interaction in steel is checked according to Equation (7.54) or (7.57). The interaction in steel is checked for each anchor separately.</p>\n<p>Two approaches based on load conditions are applied for anchoring with supplementary reinforcement.</p>\n<ul>\n  <li>For anchors subjected to&nbsp;<strong>tensile and shear forces</strong>, the interaction is calculated as</li>\n</ul>\n<p>\\[\\left( \\frac{N_{Ed}}{N_{Rd,s}} \\right)^{2}+\\left( \\frac{V_{Ed}}{V_{Rd,s}} \\right)^{2}\\le 1\\]</p>\n<p><br></p>\n<p>EN 1994-1-1 states in Article 6.6.3.2 that if the anchor tensile force is greater than <em>0.1P</em><em><sub>Rd</sub></em>, the check is not covered by this standard. In such a case, the interaction is assessed in accordance with EN 1992-4 in the application. In such a case, the shear check should not be considered according to EN 1994-1-1.</p>\n<p><br></p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by EN 1992-4, Clause 7.2.1.5 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = k_2 \\cdot A_h \\cdot f_{ck} / \\gamma_{Mp}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><em><sub>h</sub></em> is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>ck</sub></em> is the characteristic compressive strength of concrete - EN 1992-1-1 Cl. 3.1.2</li>\n  <li><em>γ</em><em><sub>Mp</sub></em> is taken in the application as <em>γ</em><em><sub>Mp</sub></em> = <em>γ</em><em><sub>c</sub></em> with the default value of 1.5</li>\n  <li>&nbsp;<em>k</em><em><sub>2</sub></em> is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.&nbsp;</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.</p>\n<p><br></p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the ultimate bond strength <em>f</em><em><sub>bd</sub></em><sub>,</sub> according to EN 1992-1-1 chap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2.25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f</em><em><sub>ctd</sub></em><sub> </sub>&nbsp;&nbsp;&nbsp;&nbsp; is the design value of concrete tensile strength according to EN 1992-1-1 Cl. 3.1.6 (2). Due to the increasing brittleness of higher-strength concrete, <em>f</em><em><sub>ctk,0.05</sub></em><sub> </sub>is limited to the value for C60/75 according to EN 1992-1-1 Cl. 8.4.2 (2)</li>\n  <li>η<sub>1</sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is a coefficient related to the quality of the bond condition and the position of the bar during concreting (Fig. 34).</li>\n  <li>η<sub>1</sub> = 1.0 when ‘good’ conditions are obtained and</li>\n  <li>η<sub>1</sub> = 0.7 for all other cases and for bars in structural elements built with slip-forms, unless it can be shown that ‘good’ bond conditions exist</li>\n  <li>η<sub>2</sub> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is related to the bar diameter:<br>\nη<sub>2</sub> = 1.0 for Ø ≤ 32 mm<br>\nη<sub>2</sub> = (132 - Ø)/100 for Ø &gt; 32 mm</li>\n</ul>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"Fig. 33\tDescription of bond conditions.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 34\\qquad EN 1992-1-1 Figure 8.2 - Description of bond conditions.}}}\\]</em></p>\n<p>In IDEA StatiCa Detail, the bond conditions are taken into account according to Fig. 34 c) and d). The direction of concreting can be set in the application for each project item as follows:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 35\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and Limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>σ</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>ultimate strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 36\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<h4>Anchorage types at the end of Reinforcement (Anchors and Rebars)</h4>\n<p>The available <strong>anchorage types</strong> in 3D CSFM include a straight bar (i.e., no anchor end reduction), bend, hook, loop, welded transverse bar, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 36 for longitudinal reinforcement and in Fig. 37 for stirrups. The values of the adopted anchorage coefficients are in accordance with EN 1992-1-1 section 8.4.4 Tab. 8.2. It should be noted that in spite of the different available options, 3D CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 37\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the 3D CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g)&nbsp;continuous bar.}}}\\]</em></p>\n<p><br></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"Fig. 18\t Available anchorage types and respective anchorage coefficients for stirrups. Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for stirrups.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.}}}\\]</em></p>\n<p>In order to comply with EN 1992-1-1, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in the CSFM is based on the parabolic-plastic stress-strain curve for concrete based on the Portland CementAssociation’s parabolic stress-strain curve described in PCA’s Notes on ACI 318-99 Building Code Requirements for Structural Concrete, Figure 6-8. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 39\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of the CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached it considers a plastic branch with ε<em><sub>c</sub></em><sub>0</sub> in maximum value 5% while ACI 318-19 Cl. 22.2.2.1 assumes ultimate strain less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>1</sub> is the Reduction factor of concrete compressive strength defined in ACI 318-19 Cl. 22.2.2.4.1. When using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>.</em></p>\n<p><em>Φ</em><em><sub>c </sub></em>is the strength reduction factor for concrete. The default value is set according to ACI 318-19 Table 24.2.1 (b)(f).</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered. See ACI 319-19 Cl. 20.2.1. The definition of this diagram only requires the basic properties of the reinforcement to be known - strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect.&nbsp;</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 40 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to ACI 318-19 Table 24.2.1.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>10% is selected as the limit strain at which the calculation is stopped. This is considered safe based on ASTM A955/A955M-20c Article 7.</p>\n<p>Tension stiffening (Fig. 41) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 41\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 23)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 23).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 24 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 24. A crack kinematic without slip (pure crack opening) is considered (Fig. 24a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 24b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models presented in Section 1.2.4 by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 24c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 25) by means of the model presented in Section 1.2.4.</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 25\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>"
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                            "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h2>Structural design of concrete discontinuities in IDEA StatiCa Detail</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#reinforcement-structural-design\">Reinforcement structural design</a><br>\n<a href=\"#finite-element-implementation-idea-statica-detail\">Finite element implementation in IDEA StatiCa Detail</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#finite-element-types\">Finite element types</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#meshing\">Meshing</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#presentation-of-results\">Presentation of results</a><br>\n<a href=\"#structural-element-verification-idea-statiCa-detail\">Structural element verification in IDEA StatiCa Detail</a><br>\n<a href=\"#verification-of-the-structural-concrete-elements\">Verification of the structural concrete elements (EN)</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#material-models\">Material models</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#safety-factors\">Safety factors</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#partially-loaded-areas\">Partially loaded areas 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data-codename=\"theoretical_background_detail___serviceability_lim\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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                            "value": "<h4>Reinforced concrete wall or deep beams full code-check? No problem!</h4>\n<p>The aim of the webinar is to present how to code-check a <strong>general-shape deep beam</strong> in <strong>IDEA StatiCa Detail</strong> in connection with results from the FEA application in minutes. We will show the workflow on an example of a residential concrete building – exporting the geometry, creating the submodel in IDEA StatiCa Detail, applying the <strong>correct loads</strong>, design of the reinforcement, and the final code-check for both <strong>ultimate and serviceability limit</strong> <strong>states</strong>.</p>\n<p>Try it on your own - get the <a data-item-id=\"0c872071-6a3f-4b99-8cd4-66440db9cc0d\" href=\"\">free Trial license</a> and follow the step-by-step tutorial on <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Concrete wall</a>.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>The ultimate solution for concrete details and structural parts</h4>\n<p>Common 3D FEA software considers the linear behavior of concrete. Design and code-checks of reinforcement are limited, especially for the <strong>serviceability limit state</strong> which may lead to the development of <strong>excessive cracks</strong>. All of that is covered within the <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">CSFM-based</a> application IDEA StatiCa Detail. Now, all engineers can efficiently design and code-check walls or deep beams of any shape and many more.</p>\n<p>If you want to see more of <strong>IDEA StatiCa Detail&nbsp;</strong>in action, there are two other recorded webinars to watch:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">How to design a prestressed beam with openings easily?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Cast in situ wall – Ruzomberok (Slovakia)</a></li>\n</ul>\n<p>Or browse our Support center for&nbsp;<a href=\"https://www.ideastatica.com/support-center-tutorials?product=concrete&amp;label=detail\" title=\"IDEA StatiCa Detail\">tutorials</a>&nbsp;and read the&nbsp;<a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">theoretical background.</a></p>\n<p><br></p>\n<h3>Webinar recording</h3>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective strength reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>strength reduction factors</strong> are prescribed in ACI 318-19 Cl. 21.2. The default values for concrete and reinforcement are chosen based on the assumption that the typical example solved in the application is shear-controlled (based on Table 21.2.1 (b), (f), (g)). However, it is possible to model any type of element. Therefore, if a compression or tension-controlled element is assessed, the user has the option to change the strength reduction factor value in the Preferences.</p>\n<figure data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f5c8c73-4050-4623-9f74-04bee16498f2/Strength%20reduction%20factors%20-%20ACI.png\" data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42\\qquad The setting of strength reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to ACI 318-19 Table 5.3.1.</p>\n<p>Except as stated in Chapter 34, service-level load combinations are not defined in ACI 318-19. It is recommended to use combination rules based on Appendix C of ASCE/SEI 7-16. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db9f1517-72eb-45bd-9f0c-6c748d7c9146/Load%20factors%20-%20ACI.png\" data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad The setting of&nbsp;load factors in IDEA StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by ACI 318-19 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>y,lim</sub></em>.</p>\n<p>\\[f_{y,lim} = \\phi_{s} \\cdot f_{y}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>y,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by ACI 318-19, Clause 17.6.3.2.2a (pull-out failure of headed fastenings).</p>\n<p>\\[N_{pn} = \\Phi \\cdot \\Psi_{c,p} \\cdot 8 \\cdot A_{brg} \\cdot f'_c\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi\\) is the strength reduction factor - Table 17.5.3(c)</li>\n  <li><em>A</em><em><sub>brg</sub></em>&nbsp;net bearing area of the head of stud, anchor bolt, or headed deformed bar (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li>\\(\\Psi_{c,p}\\)&nbsp;is the pullout cracking factor according to 17.6.3.3, and is always taken as 1.0, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the bond strength <em>f</em><em><sub>bu</sub></em>.</p>\n<p>Although the bond strength is not explicitly defined in ACI 318-19, the calculation of the development length can be found in Section 25.4.2. However, since the bond strength is the basic input for determining the development length, see R25.4.1.1 and ACI Committee 408 1966, the bond strength can be calculated as follows:</p>\n<p>Let us assume that if we anchor the reinforcement bar into a concrete block to the development length <em>l</em><em><sub>d</sub></em> or greater, pulling out the reinforcement will lead to rupture of the reinforcement and not to pulling out of the concrete. This can be written with the following formula.</p>\n<p>\\[\\pi\\cdot d_{b} \\cdot l_{d} \\cdot f_{bu}=f_{y}\\cdot A_{s}\\]</p>\n<p>where:</p>\n<p><em>d</em><em><sub>b</sub></em> is the diameter of the reinforcement bar, <em>l</em><em><sub>d</sub></em> is the development length, <em>f</em><em><sub>bu</sub></em> is the bond strength, <em>f</em><em><sub>y</sub></em> is the yield strength of the reinforcement, and <em>A</em><em><sub>s</sub></em> is the area of the reinforcement rebar.</p>\n<p>From the preceding, the formula for calculating bond strength can be easily derived:</p>\n<p>\\[f_{bu}=\\frac{f_{y}\\cdot A_{s}}{\\pi\\cdot d_{b} \\cdot l_{d} }\\]</p>\n<p>The development length <em>l</em><em><sub>d</sub></em> is then determined according to ACI 318-19 Table 25.4.2.3 as follows:</p>\n<p>\\[l_{d}=\\left( \\frac{f_{y}\\cdot\\psi_{t}\\cdot\\psi_{e}\\cdot\\psi_{g}}{C\\cdot\\lambda\\sqrt{f'_{c}}} \\right)\\cdot d_{b}\\]</p>\n<p>where:</p>\n<p><em>C = 25</em> (2.1 for metric) for no. 6 and smaller bars and deformed wires, <em>C = 20</em> (1.7 for metric) for no. 7 and larger bars, λ = 1.0 for normal weight concrete, <em>ψ</em><em><sub>t</sub></em>, <em>ψ</em><em><sub>e</sub></em><sub>,</sub> <em>ψ</em><em><sub>g</sub></em> are determined according to ACI 318-19 Table 25.4.2.3.&nbsp;</p>\n<p>Only uncoated or zinc-coated (galvanized) reinforcement is supported, so <em>ψ</em><em><sub>e</sub></em><em> = 1.0</em>. <em>ψ</em><em><sub>g</sub></em> is automatically determined from the reinforcement grade, and <em>ψ</em><em><sub>t</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 44\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - &nbsp;Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 45\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must be always lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), 90-degree hook, 180-degree hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 46 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from the comparison of the equation from section ACI 318-19 25.4.3.1 and equations taken from section ACI 318-19 25.4.2.3. It should be noted that, in spite of the different available options, CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b76bc446-995d-4d16-8ef9-4aa26671edda/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 46\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;90-degree hook; (c) 180-degree hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with ACI, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in CSFM is based on the parabolic-plastic stress-strain curve. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/22a6013d-68bc-406c-b92a-f500a9ba191e/SS%20diagrams%20conc%20-%20AUS.png\" data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 47\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cp</sub></em> in maximum value 5%, while AS 3600 Cl. 8.3.1 assumes ultimate strain of less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{2}\\cdot\\phi_{s} \\cdot \\eta_{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>2</sub> is the reduction factor of concrete compressive strength defined in AS 3600 Cl. 8.3.1 <br>\nWhen using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>. </em>An analogous approach is defined for the Rectangular stress block in Chapter 8.1.3.</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the stress reduction factor for concrete. The default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered, see AS 3600 Section 3.2. The definition of this diagram only requires the basic properties of the reinforcement to be known – the strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width).&nbsp;</p>\n<figure data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e33b934-9d0f-4ba7-9764-4f31801c752b/Steel%20stress-strain%20diagram%20CSFM%20-%20AUS.png\" data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 48 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>Tension stiffening (Fig. 49) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b27b5ab6-24ea-410b-901a-fccbd7e4005f/Tension%20stiffening%20CSFM%20-%20AUS.png\" data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 49\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective stress reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>stress reduction factors</strong> are prescribed in AUS 3600 Cl. 2.2.3. The default values for concrete and reinforcement are set according to Table 2.2.3</p>\n<figure data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d32796c-ae70-42fb-a3d3-4542e785f5b1/Stress%20reduction%20factors_AUS.png\" data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 50\\qquad The setting of stress reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to AS 3600 Cl. 4.2.2. Load factors for Serviceability combinations shall be determined according to Table 4.1. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/887ee546-c598-41fd-b494-c43ccbc55194/Load%20factors%20AUS.png\" data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 51\\qquad The setting of&nbsp;load factors in Idea StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by AS 3600 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>sy,lim</sub></em>.</p>\n<p>\\[f_{sy,lim} = \\phi_{s} \\cdot f_{sy}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>sy,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by AS 5216:2021 Cl. 6.3.4 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = \\Phi_{Mp} \\cdot k_{2} \\cdot A_{h} \\cdot f'_{c}\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi_{Mp}\\) is the strength reduction factor - Table 3.2.4</li>\n  <li><em>A</em><em><sub>h</sub></em>&nbsp;is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>.</p>\n<p>For the determination of the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>, the formula C13.1.2.2 defined in AS3600:2018 Sup 1:2022 is considered in the application.</p>\n<p>\\[f_{bu}=\\frac{k_{2}}{k_{1} \\cdot k_{3}} \\cdot (0.5 \\cdot \\sqrt{f'_{c}})\\]</p>\n<p>Where <em>f'</em><em><sub>c</sub></em><em> ≤ 65 MPa</em> (in the formula is in MPa), and <em>k</em> factors are determined from AS 3600 Cl. 13.1.2.2 as follows:</p>\n<p><em>k</em><em><sub>3</sub></em><em> = 0.7</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(conservative value for all reinforcement)<br>\n<em>k</em><em><sub>2</sub></em><em> = (132 - d</em><em><sub>b</sub></em><em>) / 100</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(<em>d</em><em><sub>b</sub></em> is diameret of rebar in millimeters)<br>\n = 1.3 for a horizontal bar with more than 300 mm of concrete cast below the bar, or 1.0 otherwise</p>\n<p><em>k</em><em><sub>1</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 52\\qquad Direction of concreting}}}\\]</em></p>\n<p>The basic development length <em>L</em><em><sub>sy,tb</sub></em> is calculated according to formula 13.1.2.2 in AS 3600 as follows:</p>\n<p>\\[L_{sy,tb}=\\frac{0.5\\cdot k_{1}\\cdot k_{3}\\cdot f_{sy}\\cdot d_{b}}{k_{2}\\cdot \\sqrt{f'_{c}}}\\ge 29 \\cdot k_{1}\\cdot d_{b}\\]</p>\n<p>As can be seen in the formula, the basic development length <em>L</em><em><sub>sy,tb</sub></em> is limited from below, and therefore the design ultimate bond stress <em>f</em><em><sub>bu</sub></em> must be limited in the same way in the application, so the following applies:</p>\n<p>\\[f_{bu}\\le \\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p>Where <em>f</em><em><sub>sy</sub></em> is in MPa.</p>\n<p>The derivation of the <em>f</em><em><sub>bu</sub></em> limitation is as follows:</p>\n<p>\\[f_{bu}= \\frac{f_{sy}\\cdot A_{s}}{ \\pi \\cdot d_{b} \\cdot L_{sy,tb}}=\\frac{f_{sy}\\cdot \\pi \\cdot d_{b}^{2}}{4 \\cdot \\pi \\cdot d_{b} \\cdot 29 \\cdot k{1} \\cdot d_{b}} =\\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p><br></p>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 53\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), Standard cog, Standard hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 54 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from AS 3600 Cl. 13.1.2. It should be noted that CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 50% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/021688e6-24c8-441b-8210-9f0bb4377e75/Available%20anchorage%20types%20for%20longitudinal%20rebars_AUS.png\" data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 54\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;Standard cog; (c) Standard hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with AS 3600, the anchorage spring should be used in the calculation. The anchorage spring is modified by the β coefficient, so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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            "value": "<h1>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the 3D CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete 3D details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Mohr-Coulomb plasticity theory implementation in 3D CSFM</a><br>\n<a href=\"#general-mechanics-assumptions-for-3D-CSFM\">General mechanics assumptions for 3D CSFM</a></p>\n<h2>Analysis model of IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#general-finite-element-types\">General finite element types</a><br>\n<a href=\"#load-transfer-devices\">Load transfer devices</a><br>\n<a href=\"#concrete-meshing-in-3D-CSFM\">Meshing in 3D CSFM</a><br>\n<a href=\"#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a><br>\n<a href=\"#presentation-of-3D-results\">Presentation of 3D results</a><br>\n<a href=\"#model-imported-from-idea-statica-connection\">Model imported from IDEA StatiCa Connection</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states\">Limit states</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-EN\">Material models in 3D CSFM (EN)</a><br>\n- <a href=\"#partial-safety-factors\">Partial safety factors</a><br>\n- <a href=\"#ultimate-limit-state-checks\">Ultimate limit state checks</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-ACI\">Material models in 3D CSFM (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-AUS\">Material models in 3D CSFM (AUS)</a><br>\n- <a href=\"#stress-and-strength-reduction-factors-and-load-factors\">Stress and strength reduction factors and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a></p>\n<p><br></p>\n<p><br></p>\n<h1>Introduction to the 3D CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b03faaef_b4f1_010d_1fd1_edf6dd647e42\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2c23365_3b66_01a0_abd7_41cc7a5d855b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" 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data-codename=\"theoretical_background_3d_detail___model_imported_\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1c9baa9_a314_01b1_37b2_cd6c61a9420e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___limit_states\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to EUROCODE</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8deed79d_4187_01f2_fd60_037d562de304\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n26ae82b5_da0f_01f0_1d69_69d7b1e282d4\"></object>\n<object 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In order for the 3D CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9f39b9ca_50c0_015a_2c43_8759ed607707\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1d1efe19_0968_013b_6544_5bd3d06f14aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_reduct\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b9c02246_d04c_0146_3699_3c2b4bf9c86d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys\"></object>\n<p><br></p>\n<p><br></p>\n<h1>Structural verifications according to Australian standard AS 3600</h1>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6.&nbsp;</p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days&nbsp;<em>f'c</em>&nbsp;is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9420be53_2547_0180_5def_d6e20b5be7b1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0a6ca427_5a30_01fc_5334_3f6d024f40b9\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d__stress_reduction\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cd5aad70_8155_0111_d25f_c72e153f21e5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys_f37d2d9\"></object>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<h2>Verifications and validations</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<h3>References</h3>\n<ol>\n  <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determination of Mohr–Coulomb Parameters from Nonlinear Strength Criteria for 3D Slopes.&nbsp;<em>Math. Probl. Eng.</em>&nbsp;<strong>2019</strong>, 6927654.</li>\n  <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determination of the Mohr-Coulomb Material Parameters for Concrete under Indirect Tensile Test.&nbsp;<em>Tech. Gaz.</em>&nbsp;<strong>2019</strong>,&nbsp;<em>26</em>, 412–419.</li>\n  <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modified Mohr-Coulomb—Rankine material model for concrete.&nbsp;<em>Eng. Comput.</em>&nbsp;<strong>2011</strong>,&nbsp;<em>28</em>, 853–887.</li>\n  <li>Fan, Q.; Gu, S.C.; Wang, B.N.; Huang, R.B. Two Parameter Parabolic Mohr Strength Criterion Applied to Analyze The Results of the Brazilian Test.&nbsp;<em>Appl. Mech. Mater.</em>&nbsp;<strong>2014</strong>,&nbsp;<em>624</em>, 630–634.</li>\n</ol>"
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                    "value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>.&nbsp;</p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation.&nbsp;</p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D.&nbsp;</p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks.&nbsp;</p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.&nbsp;</p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete).&nbsp;</p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -&gt; Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has&nbsp;<strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation.&nbsp;</p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block&nbsp;</h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically.&nbsp;</p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner.&nbsp;</p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met.&nbsp;</p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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                                    "value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n  <li>Members</li>\n  <li>Supports</li>\n  <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n  <li>Whole surface</li>\n  <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff.&nbsp;</p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only.&nbsp;</p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p>&nbsp;The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses.&nbsp;</p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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                                            "value": "<h2>1 Nouveau projet</h2>\n<p>Démarrez <strong>IDEA StatiCa Connection</strong>. Tout commence sur l'onglet <strong>Acier</strong>.</p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Gardez le paramétrage par défaut</strong> pour la topologie d'ancrage et entrez dans l'application.</p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Conception</h2>\n<p><strong>Modifiez </strong>l'opération <strong>Pied de poteau </strong>pour obtenir la topologie finale d'un bloc de béton avec charge excentrée. Le<strong> transfert de l'effort de cisaillement</strong> est paramétré pour<strong> frottement</strong>.</p>\n<ul>\n  <li>Depuis la publication de la <strong>version 24.1, IDEA StatiCa Detail</strong> est <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">sorti de la version BÊTA</a> pour la <strong>conception d'ancrages 3D</strong>. Avec cette nouvelle version, le cisaillement peut être transféré à travers des <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">tiges, bêches et frottement</a>.</li>\n</ul>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><strong>Saisissez les efforts internes</strong> pour l'ancrage chargé biaxialement. Les efforts internes causent des contraintes de compression sur le contact entre le sol et le bloc de béton. Par défaut, on suppose un <a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">bloc de béton</a> fissuré.</p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Vérification</h2>\n<p><strong>Passez</strong> à l'onglet<strong> Vérification</strong> et <strong>Calculer</strong>. La vérification prouve le mode de rupture des tiges. Explorons-le plus en détail.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Découvrons les ruptures potentielles pour traction, cisaillement et interaction mutuelle selon <a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">EN 1992-4</a>.</p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Veuillez examiner la vérification détaillée</strong> <strong>des tiges</strong> car elle révèle une non-conformité sur la première page. <strong>Cela vous informera des vérifications que vous devez effectuer manuellement ou en utilisant d'autres méthodes</strong> parce qu'elles ne sont pas incluses dans IDEA StatiCa Connection. Il est recommandé de prendre les mesures nécessaires pour résoudre ce problème.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>En raison de l'échec de la <strong>vérification de l'ancrage&nbsp;</strong>:</p>\n<ul>\n  <li>Le problème est causé par la <strong>résistance à l'éclatement du béton pour les tiges en traction et cisaillement.</strong></li>\n  <li><strong>Ce problème peut être facilement résolu dans IDEA StatiCa Detail grâce à la méthode 3D CSFM</strong>. Cela vous aide à surmonter le modèle des blocs fissurés en béton standard dans IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Exportation</h2>\n<p>L'application<strong> IDEA StatiCa Connection</strong>, développée en interne,<strong> dispose désormais d'un </strong><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>lien BIM puissant </strong></a><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>avec Detail</strong></a>, permettant la conception et vérification des blocs de béton armé avec plusieurs combinaisons.</p>\n<p>Conditions préalables à l'exportation :</p>\n<ul>\n  <li>Le modèle doit être<strong> précalculé et les résultats doivent être inclus.</strong></li>\n</ul>\n<p>Allez à l'onglet <strong>Vérification -&gt; Vérification de béton armé -&gt; Enregistrer.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>L'exportation n'est autorisée que pour la topologie d'ancrage. L'<a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">exportation</a> permet le transfert de :</p>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection&nbsp;:</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : par adhérence / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h2>5 Conception</h2>\n<p>Cette section vous permet de modifier les éléments, appuis, charges et combinaisons et groupe de barres d'armature.</p>\n<h3>Appuis</h3>\n<p>Le sol présente une certaine rigidité qui doit être prise en compte pour une conception précise. L'<strong>appui superficiel</strong> permet la rigidité dans les trois directions et est défini comme <strong>inactif en traction par défaut</strong> (non-linéarité des limites).</p>\n<ul>\n  <li>Soyez prudent lorsque vous faites des hypothèses sur les conditions limites. Dans le cas de la non-linéarité, si les moments sont assez élevés, l'appui du bloc de béton en traction peut se retourner pendant l'analyse, provoquant des rotations importantes. Cela peut conduire à un modèle divergent en raison du mouvement du corps flexible.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Appareils de transfert</h3>\n<p>Les tiges sont reprises de IDEA StatiCa Connection. Deux types de tiges peuvent être sélectionnés.</p>\n<p>Tiges encastrées :</p>\n<ul>\n  <li>Tiges préinstallées ayant les mêmes attributs d'<a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#finite-element-types\">adhérence</a> que les barres de ferraillage.</li>\n</ul>\n<p>Tiges par adhérence :</p>\n<ul>\n  <li>Post-installés (tiges chimiques) avec la possibilité de personnaliser l'effort d'adhérence selon la résistance d'adhérence réelle.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Veillez au paramétrage correct de l'<strong>interconnexion avec le pied de poteau</strong>. Si les semelles sont importées à partir de l'application Connection, le <strong>transfert des efforts axiaux</strong> doit être <strong>désactivé</strong> et le <strong>transfert de cisaillement</strong> doit être <strong>activé</strong>. C'est parce que les tiges sont chargées directement par les efforts. Vous pouvez en savoir plus à ce sujet <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">ici</a>.</p>\n<p>Si vous conceviez des semelles à partir de zéro dans l'application Detail, les deux options seraient activées. Lors du transfert de cisaillement à travers les tiges, l'utilisateur doit déterminer quelles tiges supporteront l'effort de cisaillement et sélectionner la case à cocher correspondante. Ceci est conforme aux exigences de la norme EN qui spécifie que le cisaillement ne doit être attribué qu'aux tiges effectives pour la vérification de la rupture du bord de béton.</p>\n<h3>Ferraillage</h3>\n<p>Paramétrez l'enrobage en béton à 40 mm, ce qui sera utilisé comme valeur par défaut pour le ferraillage.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Sélectionnez le <strong>Groupe de barres d'armature (1) --&gt; Groupe de barres 3D (2) </strong>et remplissez les champs <strong>Diamètre</strong>, <strong>Attributs</strong> et <strong>Géométrie (3)</strong>.</p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez la <strong>Surface</strong>. Toutes les autres options sont conservées.</p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copiez </strong>l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Charges et combinaisons</h3>\n<p>Les combinaisons sont prises de IDEA StatiCa Connection. Toutes les conséquences de l'importation sont mentionnées en détail dans l'article <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection à Detail</a>.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<h2>6 Vérification</h2>\n<p><strong>Avant de démarrer l'analyse</strong>, nous recommandons vivement de <strong>changer le multiplicateur de maillage</strong> à deux afin d'accélérer le calcul. Cette étape n'est pas obligatoire mais elle peut réduire le temps de calcul et aider à identifier tout problème de divergence. <strong>Si tout se passe bien et aucun problème ne survient, vous pouvez revenir à un multiplicateur d'un</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Résultats</h2>\n<h3>Contrainte équivalente principale</h3>\n<p>La <strong>contrainte équivalente principale (EPS)</strong> dans le béton est déterminée selon le comportement de volume du bloc de béton. Les zones qui subissent la charge la plus élevée sont identifiées et mises en valeur. Afin de mieux comprendre le confinement par rapport à la compression uniaxe, la contrainte équivalente est calculée à l'aide de coefficient kappa. Plus d'informations sur la contrainte équivalente principale sont fournies dans <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#ultimate-limit-state-checks\">cet article de la Base théorique.</a></p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Contrainte dans les barres d'armature</h3>\n<p><strong>Lors de la vérification de ferraillage</strong>, il est essentiel de noter que la tige proche du coin est utilisée au maximum.</p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>En affichant l'utilisation du ferraillage, l'utilisateur peut clairement voir quel ferraillage contribue au transfert de la charge et à la prévention de la rupture du cône de béton.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Ancrage</h3>\n<p>Vérifiez les paramètres de l'<strong>ancrage</strong> et activez l'option <strong>Effort total dans les tiges</strong>. Les efforts dans les tiges peuvent varier légèrement en raison des différentes approches de calcul concernant le bloc de béton. Cependant, les différences ne sont pas significatives.</p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Déformations</h3>\n<p>Passez à <strong>Complémentaire</strong> et activez l'option <strong>Déformation</strong>.</p>\n<p>Il n'est pas nécessaire d'effectuer une vérification de déformation pour ELU mais il est vivement recommandé de vérifier la déformation après l'analyse pour s'assurer que le modèle ne subit pas de déformation importante, de rotation importante ou qu'aucun élément fini n'est endommagé. Cela permet d'avoir une vue d'ensemble des résultats de l'analyse et d'identifier les problèmes qui ont pu se produire lors de l'analyse.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Rapport</h2>\n<p>Enfin, passez à l'<strong>Aperçu/Impression de rapport</strong>. IDEA StatiCa offre un rapport entièrement personnalisable à imprimer ou enregistrer dans un format modifiable.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>Vous avez vérifié l'ensemble de la conception de l'attache selon les normes EN 1993-1-8 et EN 1992-4. La partie en acier a été vérifiée dans IDEA StatiCa Connection et le bloc de béton a été vérifié dans IDEA StatiCa Connection et Detail.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3093d2f3_fd32_01b1_7756_3728b23df3df\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c241a84c_e373_0189_6fd5_29b91c19ae75\"></object>"
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                                            "value": "<p>L'Eurocode spécifie plusieurs modes de rupture des tiges et des semelles en béton et les divise selon leur type de charge. Dans <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, on pouvait déjà évaluer les tiges avec certaines limitations&nbsp;: il fallait faire des évaluations manuellement.</p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>En même temps, il était impossible de prendre en compte le ferraillage des blocs de béton. Ceci change maintenant avec IDEA StatiCa Detail 3D, qui ajoute plus de possibilités. IDEA StatiCa Detail 3D n'offre pas d'évaluations habituelles définies dans la norme pour le béton standard. Cependant, avec l'analyse MEF, nous pouvons vérifier si le béton armé satisfait la charge spécifiée et si <strong>la rupture du béton qui correspondrait </strong>à ces conditions est empêchée. Les applications fonctionnent indépendamment et peuvent être utilisées séparément, mais grâce au <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">lien entre Connection et Detail</a>, il est également possible d'utiliser Detail uniquement comme calcul complémentaire.</p>\n<p>Passons maintenant aux conditions de l'Eurocode une par une et les possibilités offertes par les applications.</p>\n<h2>Effort de traction</h2>\n<p>L'Eurocode divise le premier type de charge (<strong>effort de traction</strong>) en 6 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d, e, f) et deux autres pour les semelles avec ferraillage (g, h).</p>\n<p>L'image ci-dessous montre schématiquement quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.1) pour la conception des ancrages <strong>(CBFEM)</strong>, tandis que IDEA StatiCa Detail est entièrement basé sur la méthode des éléments finis <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Certaines options d'évaluation se chevauchent donc dans les deux applications, mais toujours avec une méthode différente.</p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>Les méthodes mises en œuvre dans le logiciel permettent seulement l'utilisation du béton standard dans Connection, tandis que <strong>seulement les semelles en béton armé peuvent être considérées dans Detail</strong>.</p>\n<figure data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/504267ed-44f6-46ae-9b15-33d57f0af506/failures.png\" data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" alt=\"\"></figure>\n<p>Les principales hypothèses et limites de l'analyse pour IDEA StatiCa Detail 3D sont énumérées dans l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues</a>.</p>\n<h4>a) Rupture d'acier</h4>\n<p>La rupture d'acier des tiges<strong> chargées en traction</strong> est vérifiée dans les deux applications. La résistance à la traction de la tige est vérifiée dans Connection selon la formule suivante :</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>Dans Detail, les tiges sont vérifiées comme les barres de ferraillage ordinaires selon les diagrammes contrainte-déformation définis pour des matériaux particuliers tout en utilisant la valeur de la déformation limite de 5% au maximum (calculée selon l'effet de raidissement par traction, voir plus d'informations dans la Base théorique).</p>\n<h4>b) Rupture du cône de béton</h4>\n<p>La rupture du cône de béton peut être vérifiée dans Connection. Cependant, dans Connection, l'application ne peut prendre en compte que le <strong>béton standard</strong>.</p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Par conséquent, en cas de rupture du cône de béton, il convient de passer à IDEA StatiCa Detail où il est possible d'effectuer une analyse de l'ensemble du bloc de béton armé. La résistance à la traction du béton est négligée de manière conservatrice, ce qui signifie que la capacité portante en cas de rupture du cône est déterminée par la quantité de ferraillage spécifiée de manière significative. Dans l'image ci-dessous, vous pouvez voir les <strong>directions des contraintes principales</strong> qui indiquent la forme du cône mentionné ci-dessus. Dans la partie droite, vous pouvez voir les valeurs des contraintes de béton qui sont comparées avec les valeurs limites.</p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4>c) Rupture par arrachement</h4>\n<p>Cette vérification n'est disponible dans Connection que pour certains cas (voir la première image dans cet article). Une évaluation supplémentaire est nécessaire pour les tiges mécaniques post-installées.</p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>Dans Detail, il est possible de mettre en place des <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">tiges par adhérence</a> et spécifier la résistance d'adhérence de conception selon leurs paramètres techniques. Les tiges seront ensuite vérifiées sur la base de ces paramètres. (Applicable uniquement pour le béton armé).</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Rupture par arrachement et rupture de béton des moyens d'assemblage adhérents</h4>\n<p>Cette rupture ne peut être détectée que dans Detail où les contraintes de béton et les zones d'ancrage sont évaluées à l'aide de 3D CSFM. Le mécanisme de la rupture combinée par arrachement et du béton dans Detail est basé sur les principes définis ci-dessus et son évaluation fait partie de la vérification de la résistance du béton et de l'ancrage. (Applicable uniquement pour le béton armé).</p>\n<h4>e) Rupture fragile de béton</h4>\n<p>Il n'est pas possible de l'évaluer dans Connection. Dans Detail, la rupture fragile est généralement un problème de béton standard où l'utilisation de ferraillage empêche sa production. En même temps, il est possible de voir les contraintes et déformations du ferraillage en compression ou traction et aussi du béton en compression dans l'application Détail.</p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Rupture par éclatement de béton</h4>\n<p>Pour le béton standard, une vérification empirique selon l'Eurocode dans Connection est possible.</p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>Pour les éléments avec ferraillage, il est possible d'utiliser Detail. La rupture par éclatement du béton est couverte par l'analyse de la résistance du béton lorsque les contraintes de traction sont transférées uniquement par le ferraillage (comme mentionné plusieurs fois ci-dessus).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>g) Rupture d'acier du ferraillage</strong></p>\n<p><strong>h) Rupture d'ancrage du ferraillage</strong></p>\n<h2>Charge de cisaillement</h2>\n<p>L'Eurocode divise le deuxième type de charge<strong> </strong>(<strong>effort de cisaillement</strong>) en 4 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d) et deux autres pour les semelles armées (e, f).</p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>L'image ci-dessous montre <strong>schématiquement</strong> quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.2) <strong>pour la conception d'ancrage </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a>. Tous les types de rupture causés par l'effort de cisaillement peuvent être évalués dans l'application Connection.</p>\n<figure data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5929bf71-34da-46ae-b406-852cc91bcfc6/28.png\" data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" alt=\"\"></figure>\n<p>Dans IDEA StatiCa Detail 3D, le cisaillement peut être transféré par frottement, tiges ou bêches. Il est important de préciser que seules les semelles sont évaluées. Les tiges et bêches doivent être vérifiées dans Connection ou ailleurs. Encore une fois, il faut souligner que seul le béton armé est autorisé.</p>\n<h4>a) Rupture d'acier sans bras de levier</h4>\n<p>La rupture d'acier sans bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>b) Rupture d'acier avec bras de levier</h4>\n<p>La rupture d'acier avec bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>c) Rupture par effet de levier du béton</h4>\n<p>La rupture par effet de levier du béton des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>La capacité de cisaillement de béton à travers le pied de poteau est ensuite évaluée dans l'application Detail.</p>\n<h4>d) Rupture du bord de béton</h4>\n<p>La rupture du bord de béton des tiges chargées en cisaillement n'est vérifiée dans Connection que pour le béton standard. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>La rupture du bord de béton peut être vérifiée dans Detail (béton armé uniquement).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>e) Rupture d'acier du ferraillage supplémentaire</strong></p>\n<p><strong>f) Rupture d'ancrage du ferraillage supplémentaire</strong></p>\n<h2>Conclusion</h2>\n<p>L'avantage le plus significatif peut être trouvé dans des exemples tels que l'ancrage près d'un bord et d'autres cas où le béton standard ne correspond pas à la charge requise. Il faut spécifier que les tiges et bêches doivent faire l'objet d'une évaluation supplémentaire dans Connection, mais ensemble, ces deux outils fournissent une solution complète.</p>\n<p>En raison de la méthode et de la manière dont l'application est conçue, l'<strong>application Detail ne convient qu'aux semelles armées.</strong></p>"
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                                                    "value": "<p>IDEA StatiCa est un outil permettant de résoudre des tâches complexes en 3D et est entièrement vérifié pour l'ancrage dans des blocs de béton. Cette solution vous permet d'effectuer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU). Nous disposons ainsi d'un outil permettant de saisir tous les types de <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">ruptures de béton</a> pour les fondements. Avec IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> pour la vérification des ancrages, nous proposons un ensemble complet pour tous ceux qui travaillent avec les assemblages acier-béton.</p>\n<p>L'amélioration du transfert de cisaillement, amélioration des résultats et intégration simplifiée entre <strong>IDEA StatiCa Connection</strong> et <strong>IDEA StatiCa Detail</strong>, ainsi que les vérifications, signifient que la solution est maintenant entièrement capable de traiter des exemples réels et pratiques de n'importe quel type d'ancrage.</p>\n<h3>Quelles sont les améliorations principales par rapport à la version BÊTA ?</h3>\n<ul>\n  <li><strong>Appareils de transfert de cisaillement :</strong> Entités fondamentales qui permettent la conception générale de tous les types d'ancrage <strong>(tiges, bêches et frottement)</strong>. Tous les types correspondent aux options dans IDEA StatiCa Connection, ce qui permet une importation aisée. Lisez la note de publication séparée consacrée aux <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Appareils de transfert de cisaillement</a>.</li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n  <li><strong>Sections des résultats&nbsp;</strong>: Dans le cadre des améliorations pour mieux comprendre les résultats, Detail offre la possibilité de voir le comportement réel de la structure. Lire la note de publication séparée : <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n  <li><strong>Exportation complète de Connection avec de nouvelles entités : </strong>L'importation est possible, y compris toutes les informations sur les matériaux, les types de tiges et leurs traitements finaux. Lire la note de publication séparée : <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection vers Detail</a></li>\n  <li><strong>Grille du plan de travail&nbsp;:</strong> Une nouvelle grille facilite l'identification des surfaces lors de la modélisation, ferraillage, création de sections, etc. Lire la note de publication séparée : <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Amélioration de la modélisation – Grilles et poids propre</a></li>\n  <li><strong>Poids propre :</strong> L'application inclut un autre type de charge, le poids propre. Il est automatiquement calculé en fonction des dimensions et matériau sélectionné.</li>\n  <li><strong>Maillage affiné autour des tiges :</strong> Le maillage autour des tiges a été localement affiné pour obtenir des résultats précis. Ce paramétrage ne peut pas être modifié. Le maillage est généré automatiquement.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Description complète des fonctionnalités de 3D Detail.</a></p>\n<p><em>Note : Actuellement pour l'Eurocode (EN) seulement.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b335540c_7ff4_017f_4617_c09c66db4e89\"></object>\n<h3>Limites connues de 3D Detail</h3>\n<p>Comme Detail n'est qu'un outil qui ne peut pas remplacer le jugement des ingénieurs, il est nécessaire de bien comprendre ses fonctions, ses avantages et ses limites. Lisez les limites qui doivent être prises en compte :</p>\n<ul>\n  <li>La solution ne convient qu'au<strong> béton armé.</strong></li>\n  <li>L'application fournit des<strong> vérifications ELU</strong> conformément à la norme EN.</li>\n  <li><strong>Un seul bloc de béton</strong> est autorisé dans Detail.</li>\n  <li>Dans Detail, les tiges ne sont vérifiées que pour la résistance à la traction. Il est nécessaire d'<strong>utiliser Connection pour les vérifications de cisaillement et d'interaction</strong>.</li>\n  <li>Seuls les modèles <strong>ancrés par un pied de poteau</strong> et <strong>seulement</strong> <strong>contact direct </strong>peuvent être importés dans Detail (à partir de Connection).</li>\n  <li><strong>Les charges importées et saisies par l'utilisateur ne peuvent pas être combinées dans le même modèle.</strong></li>\n</ul>\n<p>Pour une liste complète des limites et des explications complémentaires, consultez l'article : <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail</a></p>\n<h3>Vérifications</h3>\n<p>Nous soulignons encore une fois que, bien que Detail 3D soit une solution générale pour modéliser n'importe quel détail, nous vérifions les exemples étape par étape. L'accent est actuellement mis sur la vérification des fonctionnalités liées à l'<a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">ancrage</a>. Vous trouverez ci-dessous une vue d'ensemble des cas d'utilisation possibles et projets de développement ultérieurs :</p>\n<table><tbody>\n  <tr><td><strong>Cas d'utilisation</strong></td><td><strong>Fonctionnalité prête</strong></td><td><strong>Vérification fournie</strong></td><td><strong>Vérification dans la version</strong></td></tr>\n  <tr><td>Fondements des poteaux en acier</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Ancrages généraux des éléments en acier<br>\n(poutres, contreventements, tiges de levage...)</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Utilisation générale de Detail 3D pour d'autres cas (têtes de pieux, têtes de piliers, etc.)</td><td>OUI</td><td>NON</td><td>en cours de développement</td></tr>\n  <tr><td>Type de modèle de voile</td><td>NON</td><td>NON</td><td>en cours de développement</td></tr>\n</tbody></table>\n<p>Nous mettons continuellement à jour et ajoutons de nouvelles <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&amp;label=detail_3d\">vérifications pour 3D Detail</a> où nous vérifions la fonctionnalité et les hypothèses. 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                                                                                "urlSlug": "complete-sls-combinations-in-detail",
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                                                                              {
                                                                                "codename": "rn_24_1__lateral_torsional_buckling_in_beam",
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                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__measure_tool_in_connection",
                                                                                "linkId": "f45ea370-25e6-41b7-8b46-dcd1321357c7",
                                                                                "urlSlug": "measuring-tool",
                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__ui_improvements_in_connection",
                                                                                "linkId": "fb77fca1-385b-46a4-b900-6abfb43459f3",
                                                                                "urlSlug": "project-item-and-material-management",
                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__new_property_grid_in_connection",
                                                                                "linkId": "1a8ba6b6-dd01-41ef-88cd-8639573edc39",
                                                                                "urlSlug": "multiselect-and-multiedit-in-the-connection-app",
                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__ram_memory_consumption_dramatically_decre",
                                                                                "linkId": "1d9b89d5-be91-46c0-9463-87c60c0a42c3",
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                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__regional_improvements_in_connection",
                                                                                "linkId": "c45b2f39-b0a5-483f-a187-0c9e3d67683e",
                                                                                "urlSlug": "regional-improvements-in-24-1",
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                                                                              {
                                                                                "codename": "rn_24_1__user_portal___user_usage_reporting",
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                                                                                "urlSlug": "automatic-anchoring-code-selection-with-hooked-anchors",
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                                                                              {
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                                                                                "linkId": "939df342-cb53-4862-aef6-f71038dcbd91",
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                                                                              {
                                                                                "codename": "rn_24_1__multi_management_tools_in_checkbot",
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                                                                                "urlSlug": "multi-management-tools-in-checkbot",
                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__parameters_made_useful_for_everyone",
                                                                                "linkId": "634feb76-63f1-49fd-b680-f4ff75195c99",
                                                                                "urlSlug": "parameters-are-useful-for-everyone",
                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__hilti_profis_plugin_in_checkbot",
                                                                                "linkId": "9a784358-0e6c-4525-8a9c-b675bd76931e",
                                                                                "urlSlug": "hilti-profis-plugin-in-checkbot",
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                                                                                "codename": "rn_24_0__checkbot_ready_for_big_projects",
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                                                                            "name": "Content",
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                                                                            "value": "<p>À part les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux de la version 24.1</a>, lisez la liste complète de la nouvelle fonctionnalité&nbsp;:</p>\n<h2>Conception en béton</h2>\n<p><strong>Detail 3D (exclusivement Eurocode)</strong></p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est hors de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> par des tiges, bêches et frottement</li>\n  <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Exportation complète de Connection avec des nouvelles entités</a></li>\n  <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a> – vérifications des sections, contrainte</li>\n  <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Grilles du plan de travail</a> pour la conception des nouvelles entités</li>\n  <li>Maillage fin autour des tiges et stabilité de l'application</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Nouveaux modèles</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Combinaisons ELS améliorées</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Rigidité des appuis ponctuels</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (exclusivement Eurocode)</li>\n</ul>\n<h2>Conception en acier</h2>\n<ul>\n  <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Outil de mesure dans Connection</a></li>\n  <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion des éléments du projet et matériaux</a></li>\n  <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Sélection et édition multiple dans Connection</a></li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Réponse rapide de l'application avec annulation rapide des calculs</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/project-item-and-material-management\">Calculs de voilement dans le menu backstage</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/regional-improvements-in-24-1\">Base théorique dans le rapport</a> en italien et portugais</li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/how-to-import-a-plate-from-dxf\">Importation facile des formes de platine de DXF</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/modeles-parametriques-dans-la-bibliotheque-des-attaches\">Modèles paramétriques de conception améliorés</a></li>\n  <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Améliorations régionales</a></li>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Maillage autour des trous pour les boulons et axes d'articulation</a></li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Gestion multiple et outils de groupement dans Checkbot</a></li>\n  <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Paramètres utiles pour tout le monde</a></li>\n  <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Plug-in HILTI PROFIS dans Checkbot</a></li>\n  <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">Importations de MEF vers Checkbot 60% plus rapides</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/exporting-an-ifc-file-from-idea-statica\">Exportation IFC depuis Checkbot</a></li>\n  <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Importation avancée des connecteurs depuis des outils DAO</a></li>\n  <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Liens BIM autorisés dans la version 24.1</a></li>\n</ul>\n<h2>Usage et Licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Paramétrage des projets</a></li>\n  <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Préférences partagées à travers la gamme complète des outils</a></li>\n  <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Authentification unique (SSO) pour usage public</a></li>\n  <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Comblement de l'écart entre Viewer et Connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/license-usage-analytics-in-the-user-portal\">Rapports d'usage de licence au Portail d'utilisateur</a></li>\n</ul>\n<h2>Notes de publication complètes</h2>\n<p>Ci-dessous, vous pouvez télécharger les <strong>Notes de publication </strong>pour IDEA StatiCa 24.1 en format PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f77b166e_fd7a_0112_b176_a3fb4885c324\"></object>"
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                                                                                      {
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                                                                                      {
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                                                                                      {
                                                                                        "codename": "weld_check_visualization",
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                                                                                      {
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                                                                                      {
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                                                                                        "urlSlug": "edge-indexing-in-member-and-connection-models",
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                                                                                      {
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                                                                                        "urlSlug": "implementation-of-long-term-losses-in-detail",
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                                                                                      {
                                                                                        "codename": "rn_23_0__improvements_for_aci_318_19_in_detail",
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                                                                                        "urlSlug": "improvements-for-aci-318-19-in-detail",
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                                                                                      {
                                                                                        "codename": "rn_23_0__imperial_rounding_improvements_in_detail",
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                                                                                        "urlSlug": "imperial-rounding-improvements-in-detail",
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                                                                                      {
                                                                                        "codename": "equivalent_time_for_deflection",
                                                                                        "linkId": "9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e",
                                                                                        "urlSlug": "equivalent-time-for-deflection-evaluation",
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                                                                                      {
                                                                                        "codename": "rn_23_0__enhanced_mesh_in_member__copy_",
                                                                                        "linkId": "fcf88cfa-ef51-4afa-a139-917a5f1f8cbb",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_23_0",
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                                                                                      {
                                                                                        "codename": "rn_22_1_timber_connections__show_angle_to_grains",
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                                                                                      {
                                                                                        "codename": "rn_22_1__significant_step_to_designing_and_code_ch",
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                                                                                        "urlSlug": "gmnia-solver-extended-to-shear-and-torsion-effects",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_22_1",
                                                                                        "linkId": "8136efc3-3a87-48df-9cb2-890edbe4cfb2",
                                                                                        "urlSlug": "notes-de-publication-idea-statica-22-1",
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                                                                                      {
                                                                                        "codename": "rn_22_0__loads_in_equilibrium_by_default",
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                                                                                      {
                                                                                        "codename": "rn_22_0__fatigue_improvements",
                                                                                        "linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
                                                                                        "urlSlug": "fatigue-analysis-how-the-results-are-displayed",
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                                                                                      {
                                                                                        "codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
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                                                                                        "urlSlug": "through-bolts-for-hollow-sections-warning",
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                                                                                      {
                                                                                        "codename": "rn22_0__update_of_eccentricity_definition_of_norma",
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                                                                                        "urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_22_0",
                                                                                        "linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
                                                                                        "urlSlug": "release-notes-idea-statica-22-0",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__bearing_type_options_for_bolts",
                                                                                        "linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
                                                                                        "urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
                                                                                        "linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
                                                                                        "urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__slip_resistance_check_update_according_to",
                                                                                        "linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
                                                                                        "urlSlug": "slip-resistance-check-update-according-to-sp-16",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_0__connection_browser_ii",
                                                                                        "linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
                                                                                        "urlSlug": "company-sets-selection-in-the-connection-browser",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_1",
                                                                                        "linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "section_model_view___drawings___sketches____copy_",
                                                                                        "linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
                                                                                        "urlSlug": "mise-a-jour-du-solutionneur-cbfem",
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                                                                                      {
                                                                                        "codename": "condensed_elements",
                                                                                        "linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
                                                                                        "urlSlug": "condensed-superelements-invisible-but-essential",
                                                                                        "type": "blog_post"
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                                                                                      {
                                                                                        "codename": "differences_in_results_between_version_21_and_olde",
                                                                                        "linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
                                                                                        "urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_0_d5c25f3",
                                                                                        "linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__improved_model_of_contacts",
                                                                                        "linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
                                                                                        "urlSlug": "an-improved-model-of-contacts",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__butt_welds_upgraded_model",
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                                                                                        "urlSlug": "butt-welds-upgraded-model",
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                                                                                      {
                                                                                        "codename": "rn_20_1__bolt_bearing_distances__en_",
                                                                                        "linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
                                                                                        "urlSlug": "bolt-bearing-distances-for-eurocode",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__connecting_plate_eccentricity",
                                                                                        "linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
                                                                                        "urlSlug": "connecting-plate-eccentricity",
                                                                                        "type": "support_center_article"
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_steel_20_1",
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                                                                                        "urlSlug": "release-notes-idea-statica-steel-20-1",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_concrete_20_1",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_steel_20",
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                                                                                      {
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                                                                                    "name": "Content",
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                                                                                    "value": "<h2>Compatibilité des versions</h2>\n<p>La version du logiciel IDEA StatiCa (par exemple 22.1.3.0789) est décrite par un numéro composé de la version majeure (22), la version mineure (.1), le numéro de correctif (.3) et le numéro de build (.0789).</p>\n<p>Chaque version majeure et mineure des applications IDEA StatiCa modifie les données du projet et les rend impossibles à utiliser dans les versions précédentes. Cela signifie que si vous créez ou enregistrez un projet dans la version 22.1, vous ne pouvez pas l'ouvrir dans la version 22.0.</p>\n<p>Cependant, les correctifs de la même version sont compatibles, donc si vous créez ou sauvegardez un projet dans le correctif 22.1.3, vous pouvez toujours l'ouvrir dans le correctif 22.1.0.</p>\n<p>Le <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a> génère toujours des fichiers de projet dans la dernière version de IDEA StatiCa et le dernier correctif publié.</p>\n<h2>Ouvrir un ancien projet dans une version plus récente</h2>\n<p>Les modèles conçus dans des versions antérieures de IDEA StatiCa peuvent présenter des différences lorsque vous passez à la version la plus récente. Lors de la mise à jour vers une version plus récente du programme, vous pouvez rencontrer certaines différences associées à l'ouverture de modèles créés dans des versions antérieures.</p>\n<p>Pour vous tenir au courant, veuillez lire les <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">notes de publication</a> pour chaque version majeure et mineure publiée, ainsi que les mises à jour des correctifs et les <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">listes des bogues résolus</a>.</p>\n<p>Vous trouverez ci-dessous une liste des principales modifications apportées à chaque nouvelle version du programme qui peuvent entraîner des changements des résultats :</p>\n<h3>Changements dans la version 25.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Analyse géométrique non linéaire</a> (GMNA)</li>\n  <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Zone d'épandage de soudure</a></li>\n</ul>\n<p>Lire les <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">points principaux</a> et la <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 25.0.</p>\n<h3>Changements dans la version 24.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de la norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Amélioration du maillage autour des trous de boulons et articulations</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est sorti de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> à travers les tiges, bêches et frottement</li>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (Eurocode uniquement)</li>\n</ul>\n<p>Lire les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux</a> et la <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.1.</p>\n<h3>Changements dans la version 24.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (correctif 23.1.1)</li>\n  <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Étendre l'élément à l'aide de l'opération de coupe</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (correctif 23.1.2)</li>\n</ul>\n<p>BIM et SERVICES CLOUD</p>\n<ul>\n  <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Centre de conception structurale gratuit pour tous les logiciels MEF et DAO autorisés</a> et arrêt des plugins Viewer gratuits</li>\n</ul>\n<p>Lisez les <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">points principaux</a> et la <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.0.</p>\n<h3>Changements dans la version 23.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Soudures - autoconception, saisie, avertissements, visualisation</a></li>\n  <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Saisie et visualisation de la position de l'effort de cisaillement</a> (depuis le correctif 23.0.5)</li>\n  <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Réduction de la limite d'élasticité pour les sections creuses en acier à grande résistance</a></li>\n  <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Avertissement pour les soudures et boulons reliant les mêmes platines</a> (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Reconnaissance des fourrures</a> (depuis le correctif 23.0.3)</li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction des boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Calcul détaillé des valeurs des matériaux de conception des assemblages affichées dans le tableau des résultats des platines</a></li>\n  <li>Classes des matériaux d'acier et boulons selon AISC360-22 (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Détection des singularités dans Member</a> (depuis le correctif 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Notes de publication de IDEA StatiCa 23.1.</a></p>\n<h3>Changements dans la version 23.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Vérifications de qualification des assemblages sismiques préqualifiés pour AISC</a></li>\n  <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Mise à jour des normes ANSI/AISC 360-22, CSA S16:19 et des sections Taïwan</a></li>\n  <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Tiges détachées</a> (depuis le correctif 22.1.5)</li>\n  <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Mises à jour de l'Eurocode pour les éléments à voile mince et tiges</a></li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction pour les boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Indexation des bords dans les modèles Member et Connection</a></li>\n  <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Sélection des extrêmes de charge</a> (depuis le correctif 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Fonctionnalité de vérification des contraintes limitée dans Detail</a></li>\n  <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implémentation des pertes à long terme dans Detail</a></li>\n  <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Améliorations pour ACI 318-19 dans Detail</a></li>\n  <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Améliorations de l'arrondissement impérial dans Detail</a></li>\n  <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Temps équivalent pour la flèche dans Beam</a> (depuis le correctif 22.1.3)</li>\n  <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Maillage triangulaire en béton dans Member</a></li>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Notes de publication de IDEA StatiCa 23.0</a>.</p>\n<h3>Changements dans la version 22.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle par rapport au grain des assemblages acier-bois</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Solutionneur GMNIA étendu aux effets de cisaillement et de torsion</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Notes de publication de IDEA StatiCa 22.1.</a></p>\n<h3>Changements dans la version 22.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Charges en équilibre par défaut</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Analyse de fatigue - comment les résultats sont affichés</a></li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Avertissement concernant les boulons traversants pour les sections creuses</a></li>\n  <li>Mise à jour de Connection Lite</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Mise à jour de la définition de l'excentricité d'effort normal pour les poteaux en béton selon l'Eurocode</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Notes de publication de IDEA StatiCa 22.0</a>.</p>\n<h3>Changements dans la version 21.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Options de type de pression diamétrale pour les boulons dans la version 21.1 et suivantes</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Vérifications spécifiques des soudures selon l'Eurocode (EN) et la norme indienne (IS)</a></li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Mise à jour de vérification de résistance au glissement selon SP 16</a></li>\n</ul>\n<p>Pour les utilisateurs de <strong>Gestionnaire des modèles</strong>, utilisez la version 21.1 pour <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transférer vos conceptions dans la nouvelle Connection Library</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Notes de publication de IDEA StatiCa 21.1</a>.</p>\n<h3>Changements dans la version 21.0</h3>\n<p>Le changement le plus important depuis la version 21.0 concerne le modèle analytique des éléments dans Connection, veuillez lire l'article <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Mise à jour du solutionneur CBFEM</a> et l'article de blogue <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Super-éléments condensés - invisibles mais essentiels</a>. L'impact des changements est également décrit dans l'article <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Améliorations du modèle d'analyse dans IDEA StatiCa version 21.0</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Notes de publication de IDEA StatiCa 21.0</a>.</p>\n<h3>Changements dans la version 20.1</h3>\n<p>Nous indiquons ici les articles décrivant les principales différences entre l'ancienne et la nouvelle version.</p>\n<ul>\n  <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Modèle amélioré des contacts</a></li>\n  <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Modèle amélioré pour les soudures bout à bout</a></li>\n  <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Distances d'appui des boulons pour l'Eurocode</a></li>\n  <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Excentricité de platine de raccordement</a></li>\n</ul>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.1</a> et <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.1.</a></p>\n<h3>Changements dans la version 20</h3>\n<p><strong>Refonte de l'opération de fabrication des cornières</strong></p>\n<p>Dans la version précédente, l'opération de fabrication des cornières faisait parfois intervertir les ailes des sections en L, principalement lors de la rotation de l'élément autour de l'axe longitudinal. Désormais, les sections en L sont positionnées correctement et l'orientation des ailes est maintenue lors de l'introduction de rotation de l'élément. Le nouveau mécanisme est basé sur un nouveau positionnement de l'élément (par ses coordonnées locales - plutôt que par ses rotations).</p>\n<p><strong>Systèmes de coordonnées locales des éléments dans les applications MEF/DAO</strong></p>\n<p>Toutes les entités dans les applications MEF/DAO sont créées de manière à ce que leur axe de définition ait un début et une fin. Ces deux points sont pris comme vecteur pour définir le système de coordonnées locales de l'élément. Ces informations sont stockées dans chaque projet d'application MEF/DAO et peuvent être utilisées lors de l'importation. Nous en avons profité pour améliorer l'exactitude de l'importation de la géométrie par notre lien BIM. De l'autre côté, cela change les conditions et l'utilisateur doit faire attention à la façon dont le modèle est créé dans MEF/DAO parce que cela a un impact sur le modèle CBFEM dans Connection. Nous recommandons de faire attention lors de l'importation des projets MEF/DAO dans la version 20, le système de coordonnées locales des éléments peut changer avec le modèle et la différence par rapport au modèle importé dans les versions précédentes est éminente.</p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"\"></figure>\n<p><strong>Compatibilité des projets d'application Member</strong></p>\n<p>L'application IDEA StatiCa Member passe par un développement agile, en particulier l'architecture de stockage des données et l'interface utilisateur guidée. Sur cette base, il est évident que les projets créés dans les anciennes versions peuvent ne pas être ouverts correctement dans la version 20 ou que l'application peut ne pas les ouvrir. Veuillez en tenir compte et excuser IDEA StatiCa pour la gêne occasionnée.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.0</a> et <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changements dans la version 10.1 et antérieures</h3>\n<p>L'une des raisons de la nouvelle interface graphique est que beaucoup d'ingénieurs disaient : «&nbsp;IDEA StatiCa Connection doit être plus à l'abri des erreurs&nbsp;». Ces «&nbsp;erreurs&nbsp;» sont généralement liées à :</p>\n<ul>\n  <li>La définition correcte&nbsp;de la <strong>longueur</strong> <strong>des éléments</strong> – dans le cas d'éléments extrêmement courts ou longs, cela peut avoir une influence considérable sur les résultats. Depuis la version 9, IDEA StatiCa Connection définit automatiquement une longueur appropriée pour tous les éléments.</li>\n  <li><strong>Soudures </strong>– la redistribution plastique des contraintes est de loin la méthode de conception la plus précise pour les soudures et a été introduite dans la version 7.1. Au cours de la version 8 – et pendant une période de transition – elle était la méthode par défaut et coexistait avec les autres méthodes d'évaluation. Depuis la version 9, cette méthode est la seule option disponible et les autres méthodes d'évaluation ont été supprimées afin d'éviter toute confusion parmi les utilisateurs, comme nous l'avons constaté par l'intermédiaire de notre service d'assistance. Cela permet de s'assurer que toutes les soudures du projet sont conçues en toute sécurité et qu'elles sont conformes à la norme.</li>\n</ul>\n<p>Nous avons mis en place plusieurs <strong>mécanismes de vérification</strong> pour IDEA StatiCa Connection depuis la version 9.0 – vérification automatique lorsque l'assemblage est modélisé d'une manière recommandée (vérification des singularités, longueurs des éléments, décalages...). Si l'assemblage n'est pas modélisé correctement, le calcul est interrompu ou un message d'erreur est affiché. Veuillez noter qu'en raison de toutes ces améliorations, l'ouverture de projets provenant de versions antérieures peut engendrer une géométrie de modèle différente qui peut nécessiter des modifications supplémentaires.</p>\n<p>Nous avons également amélioré le <strong>maillage </strong>des sections creuses – IDEA StatiCa Connection depuis la version 9.0 génère un maillage plus fin sur les éléments avec sections creuses, ce qui peut conduire à des résultats légèrement différents par rapport aux versions antérieures.</p>\n<p>Nous affichons l'avertissement de compatibilité à chaque ouverture d'un projet provenant des anciennes versions :</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"\"></figure>"
                                                                                  },
                                                                                  "regions": {
                                                                                    "name": "Region",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "EMEA",
                                                                                        "codename": "emea"
                                                                                      },
                                                                                      {
                                                                                        "name": "APAC",
                                                                                        "codename": "apac"
                                                                                      },
                                                                                      {
                                                                                        "name": "AMER",
                                                                                        "codename": "amer"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "region"
                                                                                  },
                                                                                  "product_groups": {
                                                                                    "name": "Product group",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Steel",
                                                                                        "codename": "steel"
                                                                                      },
                                                                                      {
                                                                                        "name": "Concrete",
                                                                                        "codename": "concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Connection design",
                                                                                        "codename": "connection_design"
                                                                                      },
                                                                                      {
                                                                                        "name": "Member design",
                                                                                        "codename": "member_design"
                                                                                      },
                                                                                      {
                                                                                        "name": "Reinforced concrete",
                                                                                        "codename": "reinforced_concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Prestressed concrete",
                                                                                        "codename": "prestressed_concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Licensing",
                                                                                        "codename": "licensing"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "product_group"
                                                                                  },
                                                                                  "support_center_article_types": {
                                                                                    "name": "Support center article",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Knowledge base",
                                                                                        "codename": "knowledgebase_article"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "support_center_article"
                                                                                  },
                                                                                  "expertise_levels": {
                                                                                    "name": "Expertise level",
                                                                                    "type": "taxonomy",
                                                                                    "value": [],
                                                                                    "taxonomyGroup": "expertise_level"
                                                                                  },
                                                                                  "labels": {
                                                                                    "name": "Labels",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Connection",
                                                                                        "codename": "connection"
                                                                                      },
                                                                                      {
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Correction des problèmes avec le lien BIM avec Tekla.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0451b73e_79da_0199_f885_577290bece4f\"></object>\n<h2>Version 21.1.9</h2>\n<p>Publiée 17 octobre, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n85a2ede4_08fc_016d_8fe5_8c458e110e7f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8a92659d_4cbc_0198_ac76_66b43239073d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2b0182c5_9856_01bf_04f6_3d930d53b58e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n691de9f1_106b_0169_3c8d_58340d69b810\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4523f7bb_9495_017c_5aca_f4b413531891\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7b792bb4_f4af_013c_65e0_e2607eb15c91\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4721e836_54a9_0104_a6e1_dd36fccb568b\"></object>\n<h2>Version 22.1.6</h2>\n<p>Publiée 27 avril, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n668bf0d2_2775_0108_8948_697a8468edd1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n393aa525_19a2_0108_4d7b_645992987d52\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" 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data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d0704db9_14ba_01ba_689b_38a0388645aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n166f4ac8_8eac_01e6_bf8b_2f1e2b067627\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8600e943_db4a_018b_2be9_d800d34189a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bf725b77_bb94_0156_e917_18c1c00da809\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d7018308_7d81_0199_f616_0223ad3d9d12\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1b12be00_deda_01c6_a9de_743c9a44f0e7\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n76a84e3c_4f6c_019c_0cd0_a343c0fdd96f\"></object>\n<h2>Version 21.1.8</h2>\n<p>Publiée 27 avril, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17d20cb1_a2ef_0121_e13d_cdd383715bd1\"></object>\n<h2>Version 21.1.7</h2>\n<p>Publiée&nbsp;5 janvier, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8427ee28_6709_014a_59dc_20f917e59770\"></object>\n<h2>Version 21.1.6</h2>\n<p>Publiée le 6 mai, 2022</p>\n<p>Nous avons amélioré la manière de réserver et libérer les sièges de licence dans le pool de licences de votre entreprise. Les nouveaux dialogues rendent l'identification des sièges occupés/disponibles plus facile. Vous pouvez aussi facilement définir quand votre siège devrait retourner au pool. En lire plus de comment <a data-item-id=\"92fb3b9d-2841-414f-9631-7f2e4f9ea57a\" href=\"\">Réserver/libérer les sièges du pool de licences</a>.</p>\n<p>Conséquences des changements du système des licences</p>\n<ul>\n  <li>Seule la version 21.1.6 peut être démarrée au même temps que la version 22 sur le même ordinateur.</li>\n  <li>Si vous voulez démarrer une version antérieure (20, 20.1, 21.0, 21.1), il faut tout d'abord fermer la session dans IDEA StatiCa 21.1.6 ou ultérieure.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f3ae67b2_6af3_01b6_75bd_3e3084a5b94a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b61c0246_2a6f_0106_b3e6_09fcea5ece81\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d30927e_5eaf_0153_43e6_d7453034ebf6\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n12f07c7c_2720_01dd_3b3c_14a27129c4b8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n23bb2066_c1b3_0106_7d47_8115467f9998\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0e9c6f34_b6ca_0187_e98a_e2d086bec5a2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_0\"></object>"
                                                                                          },
                                                                                          "regions": {
                                                                                            "name": "Region",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "AMER",
                                                                                                "codename": "amer"
                                                                                              },
                                                                                              {
                                                                                                "name": "EMEA",
                                                                                                "codename": "emea"
                                                                                              },
                                                                                              {
                                                                                                "name": "APAC",
                                                                                                "codename": "apac"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "region"
                                                                                          },
                                                                                          "product_groups": {
                                                                                            "name": "Product group",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Steel",
                                                                                                "codename": "steel"
                                                                                              },
                                                                                              {
                                                                                                "name": "Concrete",
                                                                                                "codename": "concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Licensing",
                                                                                                "codename": "licensing"
                                                                                              },
                                                                                              {
                                                                                                "name": "Connection design",
                                                                                                "codename": "connection_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member design",
                                                                                                "codename": "member_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Reinforced concrete",
                                                                                                "codename": "reinforced_concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Prestressed concrete",
                                                                                                "codename": "prestressed_concrete"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "product_group"
                                                                                          },
                                                                                          "support_center_article_types": {
                                                                                            "name": "Support center article",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Knowledge base",
                                                                                                "codename": "knowledgebase_article"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "support_center_article"
                                                                                          },
                                                                                          "expertise_levels": {
                                                                                            "name": "Expertise level",
                                                                                            "type": "taxonomy",
                                                                                            "value": [],
                                                                                            "taxonomyGroup": "expertise_level"
                                                                                          },
                                                                                          "labels": {
                                                                                            "name": "Labels",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Connection",
                                                                                                "codename": "connection"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 2D",
                                                                                                "codename": "detail"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member",
                                                                                                "codename": "member"
                                                                                              },
                                                                                              {
                                                                                                "name": "Checkbot",
                                                                                                "codename": "checkbot"
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                                                                                              {
                                                                                                "name": "Viewer",
                                                                                                "codename": "viewer"
                                                                                              },
                                                                                              {
                                                                                                "name": "RCS",
                                                                                                "codename": "rcs"
                                                                                              },
                                                                                              {
                                                                                                "name": "IDEA Open Model (API)",
                                                                                                "codename": "idea_open_model__api_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AISC (USA)",
                                                                                                "codename": "aisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "EN (Eurocode)",
                                                                                                "codename": "eurocode"
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                                                                                              {
                                                                                                "name": "BIM link",
                                                                                                "codename": "bim_links"
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                                                                                              {
                                                                                                "name": "Beam",
                                                                                                "codename": "beam"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.0",
                                                                                                "codename": "n23_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.1",
                                                                                                "codename": "n23_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.0",
                                                                                                "codename": "n24_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 3D",
                                                                                                "codename": "detail_3d"
                                                                                              },
                                                                                              {
                                                                                                "name": "ACI (USA)",
                                                                                                "codename": "aci__usa_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AS (Australia)",
                                                                                                "codename": "au"
                                                                                              },
                                                                                              {
                                                                                                "name": "CSA (Canada)",
                                                                                                "codename": "cisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "IS (India)",
                                                                                                "codename": "is__india_"
                                                                                              },
                                                                                              {
                                                                                                "name": "GB (China)",
                                                                                                "codename": "gb__china_"
                                                                                              },
                                                                                              {
                                                                                                "name": "HKG (Hong Kong)",
                                                                                                "codename": "hkg__hong_kong_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SIA (Switzerland)",
                                                                                                "codename": "sia__switzerland_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SP 16 (Russia)",
                                                                                                "codename": "sp_16__russia_"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.1",
                                                                                                "codename": "v24_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v25.0",
                                                                                                "codename": "v25_0"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "labels"
                                                                                          },
                                                                                          "linked_items": {
                                                                                            "name": "Linked items",
                                                                                            "type": "modular_content",
                                                                                            "value": [
                                                                                              "landing_page___downloads",
                                                                                              "plugins"
                                                                                            ],
                                                                                            "linkedItems": [
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                                                                                                "elements": {
                                                                                                  "title": {
                                                                                                    "name": "Main headline (H1)",
                                                                                                    "type": "text",
                                                                                                    "value": "À télécharger"
                                                                                                  },
                                                                                                  "subtitle": {
                                                                                                    "name": "Subtitle",
                                                                                                    "type": "text",
                                                                                                    "value": "Configurations d'installations, plug-ins des tierces parties, licences"
                                                                                                  },
                                                                                                  "breadcrumbs_page_title": {
                                                                                                    "name": "Breadcrumbs page title",
                                                                                                    "type": "text",
                                                                                                    "value": ""
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                                                                                                  "breadcrumbs_parent": {
                                                                                                    "name": "Breadcrumbs parent",
                                                                                                    "type": "modular_content",
                                                                                                    "value": [],
                                                                                                    "linkedItems": []
                                                                                                  },
                                                                                                  "content": {
                                                                                                    "images": [],
                                                                                                    "linkedItemCodenames": [
                                                                                                      "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                      "f064ba16_9b5f_0122_df0f_5857eedd6aae",
                                                                                                      "untitled_content_item_ce63361",
                                                                                                      "test___collapsible_widget",
                                                                                                      "untitled_content_item_625f73c",
                                                                                                      "untitled_content_item_f3cd022"
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                                                                                                    "linkedItems": [
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Version actuelle"
                                                                                                          },
                                                                                                          "styles": {
                                                                                                            "name": "Block style",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": [
                                                                                                              {
                                                                                                                "name": "default (single download block)",
                                                                                                                "codename": "single"
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                                                                                                          },
                                                                                                          "content_top": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Description before",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "download_blocks": {
                                                                                                            "name": "Download blocks",
                                                                                                            "type": "modular_content",
                                                                                                            "value": [
                                                                                                              "untitled_content_item_8de7457"
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                                                                                                          "content_bottom": {
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                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [
                                                                                                              {
                                                                                                                "codename": "n25_1_highlights",
                                                                                                                "linkId": "e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9",
                                                                                                                "urlSlug": "points-saillants-de-la-version-25-1-d-idea-statica",
                                                                                                                "type": "landing_page"
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                                                                                                              {
                                                                                                                "codename": "system_requirements_for_idea_statica",
                                                                                                                "linkId": "1a877e3a-ce1d-4127-8857-da4bcd33ee9c",
                                                                                                                "urlSlug": "system-requirements-for-idea-statica",
                                                                                                                "type": "support_center_article"
                                                                                                              }
                                                                                                            ],
                                                                                                            "name": "Description after",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p>Pour les utilisateurs de liens BIM pour l'application Beam, la version recommandée est <a href=\"https://download.ideastatica.com/previous/ideastatica_24.1.2.1520.msi\" title=\"24.1.2.1520\">24.1.2.1520</a>.</p>\n<p>Lisez les <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">notes de version</a> pour voir toutes les nouvelles fonctionnalités et améliorations.</p>\n<p>Veuillez noter les <a data-item-id=\"1a877e3a-ce1d-4127-8857-da4bcd33ee9c\" href=\"\">Exigences du système pour l'installation d'IDEA StatiCa</a>.&nbsp;</p>"
                                                                                                          },
                                                                                                          "visibleinregion": {
                                                                                                            "name": "VisibleInRegion",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
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                                                                                                            "type": "taxonomy",
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                                                                                                            "taxonomyGroup": "region"
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                                                                                                          "translation__translation_connector": {
                                                                                                            "name": "Translation Connector",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "languages"
                                                                                                          },
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                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "translation__last_translation": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Last translation",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "translation__ai_translated": {
                                                                                                            "name": "AI translated",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          }
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                                                                                                          "codename": "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                          "collection": "default",
                                                                                                          "id": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "language": "fr-FR",
                                                                                                          "lastModified": "2025-12-05T15:35:12.7398361Z",
                                                                                                          "name": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "sitemapLocations": [],
                                                                                                          "type": "widget_downloads_list",
                                                                                                          "workflowStep": null,
                                                                                                          "workflow": null
                                                                                                        }
                                                                                                      },
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Versions précédentes"
                                                                                                          },
                                                                                                          "styles": {
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                                                                                                          },
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                                                                                                            "type": "taxonomy",
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                                                                                                            "taxonomyGroup": "region"
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                                                                                                            "name": "Translation Connector",
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                                                                                                            "taxonomyGroup": "languages"
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                                                                                                            "value": "<p><br></p>"
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                                                                                                          "name": "f064ba16-9b5f-0122-df0f-5857eedd6aae",
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                                                                                      "[Circular Reference]"
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                                                            "value": "<h2>Points principaux de la version 24.1</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8ab1ba7b_43b7_0196_2c06_f17ee13c51f7\"></object>\n<h2>Conception en béton</h2>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail est vérifié</strong></a> et prêt pour la conception des <strong>ancrages en 3D </strong>considérant le <strong>ferraillage réel</strong>, ce qui résout le problème des tiges près de bords de béton.</li>\n  <li>La nouvelle analyse de <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>déversement</strong></a> dans l'application <strong>Beam</strong> et des <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>combinaisons ELS</strong></a> dans Detail <strong>pour la conception des éléments préfabriqués</strong>.</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Modèles pour 2D Detail</strong></a>&nbsp;prêts à utiliser vous aident à démarrer avec le processus de modélisation en quelques secondes.</li>\n</ul>\n<h2>Conception d'assemblages en acier</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Modèles paramétriques</strong></a><strong> </strong>pour des assemblages en acier typiques ou répétitifs. La série IDEA comprend 50 modèles et vous pouvez en créer d'autres vous-même.</li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\"><strong>Accélération de l'application Connection</strong></a> avec le démarrage plus court, réponses plus rapides dans le menu Backstage et <strong>optimisation </strong>de la présentation des résultats et <strong>de l'usage de mémoire </strong>pour les grands projets.</li>\n  <li><strong>Améliorations de l'interface utilisateur - </strong><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion d'élément du projet et matériau</a><strong>, </strong><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">outil de mesure</a>, <a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">sélection/édition multiple</a> et <a data-item-id=\"d0b73776-87a3-52b5-8aca-6fae3f08b94e\" href=\"\">importation des platines de DXF</a>.</li>\n  <li><strong>Améliorations d'Eurocode </strong>comprennent la <a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">sélection de norme automatique entre 1993-1-8 et 1992-4</a>. <strong>Canada et Australie</strong> peuvent profiter de l'offre des <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#PJP-welds-for-CSA-and-AS\">soudures à pénétration partielle</a>, <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Update-of-cross-section-and-material-databases\">base de données des formes actualisée de AISC v16.0</a> et <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#material-defaults-aisc-as\">paramétrage des matériaux par défaut</a>.</li>\n  <li>Les<strong> </strong><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\"><strong>capacités de Viewer</strong></a><strong> </strong>ont été renforcées pour la coopération en équipe par le partage des modèles avec les <strong>liens URL </strong>et <strong>gestion des liens. </strong>On a ajouté<strong> </strong>des <a href=\"https://www.ideastatica.com/support-center/the-ui-of-the-idea-statica-viewer-tool#The-right-Property-panel\">informations de modèle supplémentaires</a> - types et tailles de soudures, type de modèle, axes d'articulation, coordonnées spatiales des assemblages.</li>\n  <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Bibliothèque des assemblages</strong></a><strong> </strong>propose des conceptions précisément pour des modèles spécifiques dans le Viewer.</li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li>Le <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\"><strong>plug-in Hilti PROFIS</strong></a> permet aux 200k+ utilisateurs actuels de Hilti d'exporter des charges, matériaux et sections depuis leur application MEF vers Hilti PROFIS Engineering via Checkbot.</li>\n  <li>Conceptions des assemblages sont applicables aux <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\"><strong>groupes de nœuds dans Checkbot</strong></a>&nbsp;créés automatiquement selon la géométrie et section transversale ou définis par l'utilisateur.&nbsp;</li>\n  <li>La <a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>vitesse de l'application a augmenté</strong></a><strong> </strong>par 60% et elle ouvre des projets avec jusqu'à 1000&nbsp;nœuds en quelques secondes.</li>\n  <li>Capacités d'exportation agrandies par l'<a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\"><strong>exportation IFC</strong></a><strong> </strong>pour des fichiers simples ou à plusieurs assemblages.</li>\n  <li>Vérifiez la compatibilité de votre logiciel dans la liste des <a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\"><strong>versions autorisées dans 24.1</strong></a><strong>.</strong></li>\n</ul>\n<h2>Usage et licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\"><strong>Nouveau paramétrage de projet</strong></a> avec exportation et partage et la possibilité d'adapter aux annexes nationales.</li>\n  <li>Type de licence <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Authentification unique (SSO)</strong></a> est disponible pour tous les clients Enterprise.</li>\n  <li>Les administrateurs de licence peuvent regarder les<strong> </strong><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\"><strong>rapports mensuels d'usage</strong></a><strong> </strong>des applications IDEA StatiCa.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e43d5746_5275_01bb_848f_37021cb2508a\"></object>"
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                                                            "value": "<p>L'ancrage dans un bloc de béton simple peut être modélisé et vérifié dans IDEA StatiCa Connection. Parfois, il peut être utile ou nécessaire d'ajouter du ferraillage au bloc de béton. Bien que cette capacité ne soit pas disponible dans l'application Connection, nous avons 3D Detail. 3D Detail se concentre sur la résolution des ancrages dans les blocs de béton et sur l'analyse des éléments d'ancrage et du bloc de béton lui-même. De plus, un lien direct est mis en place entre les applications Connection et Detail pour simplifier le processus.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Les utilisateurs de Connection qui conçoivent des <strong>ancrages selon l'Eurocode</strong> peuvent <strong>importer leur modèle de Connection vers l'application avancée 3D Detail en cliquant sur un seul bouton</strong>.</p>\n<h3>Comment ça fonctionne ?</h3>\n<ul>\n  <li>L'importation n'est autorisée que pour les ancrages. S'il n'y a pas de bloc de béton dans le modèle Connection, l'exportation vers Detail est désactivée («&nbsp;Vérification de béton armé&nbsp;»).</li>\n  <li>Il faut calculer le modèle dans Connection. Si les résultats ne sont pas disponibles, l'icône d'exportation («&nbsp;Vérification de béton armé&nbsp;») est désactivée.</li>\n  <li>Un seul bloc de béton est autorisé pour l'importation/exportation.</li>\n</ul>\n<p>Pour une liste complète des limitations et des explications complémentaires, voir l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail.</a></p>\n<h3>L'attache est importée, y compris</h3>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection :</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">par adhérence</a> / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h3>Comment exporter l'ancrage de Connection vers Detail</h3>\n<p>Tout d'abord, créez un modèle d'ancrage dans Connection selon l'Eurocode et cliquez sur le bouton Calculer.</p>\n<p>Lorsque les résultats existent, l'exportation des semelles est activée. En cliquant sur le bouton «&nbsp;<strong>Vérification de béton armé</strong>&nbsp;» au ruban, une boîte de dialogue demandant l'emplacement et le nom du fichier Detail nouvellement créé apparaît.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>Après une exportation réussie, le projet dans Detail est créé. La géométrie du bloc de béton et du pied de poteau, la position et les attributs des tiges et la charge sont automatiquement transférées vers Detail. L'appui superficiel situé sur la surface inférieure du bloc de béton est automatiquement créé.</p>\n<p>La partie la plus délicate de ce processus est l'importation de la charge. Pour chaque effet de charge calculé dans Connection, le cas de charge et la combinaison ELU correspondants&nbsp;sont automatiquement créés dans Detail.</p>\n<ul>\n  <li>Le pied de poteau est chargé par des <strong>efforts dans les soudures</strong> qui sont modélisés comme un <strong>groupe d'efforts. </strong>Pour le chargement du pied de poteau lui-même, le chargement importé est représenté par un groupe d'efforts selon les contraintes dans les soudures entre le pied de poteau et les éléments en acier dans le modèle Connection.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n  <li>Les tiges sont modélisées et chargées indépendamment du pied de poteau et elles sont chargées axialement par des charges ponctuelles. Le chargement des tiges est représenté dans la scène par deux flèches dans les directions opposées. Une flèche représente l'effort de traction agissant uniquement sur la partie supérieure de la tige. L'autre représente l'effort de compression agissant sur le pied de poteau.</li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>La case à cocher «&nbsp;Transfert des efforts axiaux&nbsp;» est décochée par défaut parce que les tiges sont chargées par les efforts directement.</p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n  <li>Le cisaillement est transféré selon le paramétrage dans Connection par l'une des options suivantes – tiges, bêches ou frottement. Si l'effort de cisaillement est transféré par des tiges, vous pouvez désactiver des tiges spécifiques en décochant la case «&nbsp;Transfert de cisaillement&nbsp;». Si le frottement ou les bêches sont sélectionnées, le cisaillement dans les tiges n'est jamais pris en compte dans le modèle.</li>\n</ul>\n<p>Il ne reste qu'à ajouter le ferraillage et calculer le modèle.</p>\n<p>Vous trouverez plus d'informations générales sur Detail comme solution pour votre ancrage dans l'article <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail hors de Bêta</a>.</p>\n<p><em>Note : Les vérifications de norme dans 3D Detail ne sont disponibles actuellement que pour l'Eurocode (EN).</em></p>\n<p>Publié dans IDEA StatiCa version 24.1.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                    "value": "<p>En pratique, l'<strong>analogie des fermes (S&amp;T)</strong> et des méthodes des <strong>champs de contrainte</strong> sont couramment utilisées pour concevoir les régions de discontinuité dans les structures en béton armé et précontraint. La <strong>méthode des champs de contrainte compatibles (CSFM)</strong> a été développée en étendant ces théories classiques, ce qui permet un haut degré d'automatisation et est cohérent avec la norme de conception. Malgré sa simplicité, la méthode fournit une description très réaliste de la réaction d'une structure en béton à la fois dans l'état limite ultime (ELU) et état limite de service (ELS). La CSFM est mise en œuvre dans <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">IDEA StatiCa Detail</a>.</p>\n<figure data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fd8d041-20d1-40a8-9a71-eb9cdce27155/7.png\" data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" alt=\"\"></figure>\n<p><em>Image 1 a) Voile avec ouvertures b) Voile de cisaillement c) Poutre avec extrémités réduites et ouvertures d) Pile de pont e) Diaphragme de pont</em></p>\n<p>Les procédures standard de conception des sections transversales des structures en béton peuvent être utilisées dans les zones où l'hypothèse de Navier-Bernoulli de distribution des déformations au plan s'applique (région B). Les endroits où cette hypothèse ne s'applique pas sont appelés <strong>régions de discontinuité (régions D)</strong>. Il s'agit des parties des structures où apparaissent des charges concentrées ou où il y a un changement soudain de la section transversale tel qu'extrémités réduites (Image 1c), poutres voiles, voiles avec des ouvertures (Image 1a, 1b), consoles ou têtes de pieux. Dans le domaine de l'ingénierie des ponts, il s'agit par exemple des têtes de piliers (Image 1d), diaphragmes (Image 1e), déviateurs, etc.</p>\n<h2>1. Analogie des fermes</h2>\n<p>L'hypothèse de base lors de la définition d'un modèle d'analogie des fermes est que la résistance à la traction du béton est négligée. Une simple analogie des fermes consiste en des éléments agissant en compression et en traction, représentant le comportement ELU. En général, il ne s'agit pas d'un problème complexe et la définition d'une analogie des fermes de base (Image 2a) ne devrait pas poser de problème à un ingénieur expérimenté. Cependant, même pour cette tâche élémentaire, l'évaluation correcte du modèle conformément à la norme de conception peut être un processus fastidieux, manuel et itératif.</p>\n<figure data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aecb55f-dac0-47db-a25c-48082e5e70c4/Untitled%20design.png\" data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" alt=\"\"></figure>\n<p><em>Image 2 a) Analogie des fermes, option 1 b) Analogie des fermes, option 2 c) Analogie des fermes, option 3</em></p>\n<p>Il faut évaluer les tiges, zones nodales et déformations transversales&nbsp;en traction dans les entretoises. Si le modèle ne satisfait pas la vérification, il faut ajuster la géométrie de l'analogie ou en créer une autre (Image 2b, 2c). Cela conduit souvent les ingénieurs en structure à ne choisir la géométrie de l'analogie des fermes qu'une seule fois&nbsp;et à n'évaluer que le ferraillage, ce qui peut causer une erreur substantielle. Cela peut conduire à une erreur substantielle. Le choix du modèle est toujours une question d'expérience. Pour des détails structurels plus complexes, le choix d'une analogie des fermes qui correspondra suffisamment au comportement réel de la structure peut ne pas être aussi facile que dans le cas ci-dessus. Par ailleurs, l'analogie des fermes ne permet de concevoir que des états limites ultimes. Elle ne permet pas la conception des <strong>états limites de service (déformation, fissuration)</strong> qui sont des critères critiques, en particulier dans les structures d'importance significative, car ils ont un impact direct sur la durée de vie de la structure.</p>\n<h2>2. Méthode des champs de contrainte compatibles – CSFM</h2>\n<p>La CSFM est une <strong>méthode non linéaire</strong> moderne pour l'analyse des régions D et des éléments dont le comportement peut être simplifié à une contrainte au plan, c'est-à-dire un modèle 2D. Cependant, elle repose toujours sur une hypothèse fondamentale et sûre des normes : <strong>le béton n'agit pas en traction</strong> et toute traction doit être transférée par le ferraillage. La méthode des champs de contrainte compatibles (CSFM) est une évolution des méthodes d'analogie des fermes et des champs de contrainte, supprimant leurs principaux inconvénients mentionnés ci-dessus : incertitudes dans la sélection du modèle, difficulté d'automatisation et incapacité à évaluer les états limites de service.</p>\n<figure data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e760312-8401-44c8-aae1-020b514876fb/2.png\" data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" alt=\"\"></figure>\n<p><em>Image 3 a) Déformation simple b) Contrainte principale c) CSFM</em></p>\n<p>Le principe de la CSFM peut être expliqué sur la <strong>contrainte simple </strong>de l'élément de base au plan d'une structure en béton armé. La figure 3a montre l'élément 2D de base en contrainte simple tel que nous le connaissons de tous les manuels sur l'élasticité et la résistance. Il s'agit de la contrainte en un point de la structure, obtenue par exemple par une analyse d'élasticité linéaire à l'aide de la méthode des éléments finis (MEF). L'élément est soumis à une contrainte normale horizontale σ<sub>x</sub>, une contrainte normale verticale σ<sub>z</sub> et une contrainte de cisaillement τ<sub>xz</sub>. À partir de ces contraintes, on peut déterminer les<strong> contraintes</strong> <strong>principales</strong> et leur direction définie par l'angle θ (Image 3b). L'élément est alors soumis à la contrainte de traction principale σ<sub>1</sub> et à la contrainte de compression principale σ<sub>2</sub>.</p>\n<p>Comment sera la déformation du même élément analysé par CSFM ? La déformation est illustrée à l'image 3c. Le béton en compression apparaît dans la direction de la contrainte de compression principale σ<sub>2</sub>. Un champ de contrainte avec une contrainte σ<sub>c2</sub> est généré. Comme mentionné ci-dessus, l'hypothèse de base est que le béton n'agit pas en traction. Par conséquent, la contrainte de traction principale transversale σ<sub>1</sub> ne sera pas transférée par le béton et une fissure apparaîtra perpendiculairement à cette direction. La contrainte σ<sub>c1r</sub> doit donc être zéro. Pour éviter la rupture de notre élément 2D, toutes les contraintes de traction doivent être transférées par le ferraillage (en bleu sur l'image 3c), qui doit faire partie du modèle de calcul.</p>\n<p>Si cette analyse de contrainte est effectuée à l'aide de CSFM de<strong> manière continue sur l'ensemble de la région 2D</strong> à résoudre, le résultat est un champ de compression continu dans le béton ainsi que les contraintes de traction et de compression dans le ferraillage. L'image 4 est une représentation graphique simplifiée du champ de contrainte CSFM. Outre les taux d'utilisation de béton et ferraillage, l'image indique également les directions variables des contraintes calculées σ<sub>c2</sub> le long des régions.</p>\n<figure data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc56c80f-67f3-481d-a2c8-26dacc258bb2/csfm%20explained%20%281%29.png\" data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" alt=\"\"></figure>\n<p><em>Image 4 Résultats globaux de IDEA StatiCa Detail</em></p>\n<p>L'analyse d'un détail ou d'une structure à l'aide de <strong>CSFM est basée sur la méthode des éléments finis</strong>. Le béton est modélisé avec des éléments de voile 2D et le ferraillage avec des éléments 1D (Image 7). L'analyse n'est pas effectuée en une seule étape puisqu'il s'agit d'un problème non linéaire. Les charges sont appliquées par incréments au cours du calcul et la solution du système d'équations non linéaires est trouvée à l'aide de la <strong>méthode de Newton-Raphson</strong>.</p>\n<p>Les fissures fictives (ε<sub>1</sub> étant la valeur moyenne) sont «&nbsp;formées&nbsp;» perpendiculairement à la direction des contraintes principales qui peut changer au cours du calcul non linéaire car l'élément «&nbsp;est fissuré progressivement&nbsp;» à chaque incrément de charge. En résumé, on considère une fissure rotative fictive sans contrainte.</p>\n<p>Le résultat de la solution MEF utilisant CSFM est un champ de contrainte compatible (c'est-à-dire que le béton ne se décompose pas en éléments individuels agissant indépendamment dans le modèle) et l'état de déformation qui sont continus dans l'ensemble du domaine 2D en cours de résolution. Il s'agit d'un avantage majeur par rapport aux approches classiques d'analogie des fermes qui permet d'automatiser et affiner le modèle de calcul comme décrit dans les paragraphes suivants.</p>\n<figure data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40e41bf7-4a81-4245-bd1b-843963c104e8/3.png\" data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" alt=\"\"></figure>\n<p><em>Image 5 Principe du ramollissement du béton</em></p>\n<p>La formulation simple de CSFM permet d'utiliser le diagramme standard de contrainte-déformation uniaxial parabolique-rectangulaire pour le béton en compression conformément à la norme. Comme on le sait, la résistance à la compression du béton diminue lorsque le béton est endommagé par des fissures transversales (Image 5). Cet effet dit <strong>ramollissement par compression </strong>est inclus dans la méthode en prenant automatiquement en compte la résistance effective à la compression du béton.</p>\n<p>Le coefficient de réduction k<sub>c</sub> est déterminé en fonction du niveau des déformations transversales par traction ε<sub>1</sub> et le diagramme de contrainte-déformation du béton est ajusté (Image 5). Puisqu'on connait le champ des déformations dans l'ensemble de la structure, la résistance effective à la compression du béton peut être calculée automatiquement dans les sections individuelles selon le niveau local des déformations transversales par traction ε<sub>1</sub>.</p>\n<figure data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51628156-5014-4501-8f28-9f3b93783840/1.png\" data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" alt=\"\"></figure>\n<p><em>Image 6 Principe de raidissement par traction</em></p>\n<p>En outre, CSFM prend en compte l'<strong>effet de raidissement</strong> du béton en traction entre les fissures sur le ferraillage, appelé raidissement par traction. Dans le modèle de calcul, le degré de ferraillage moyen ε<sub>m</sub> est utilisé. Le diagramme de contrainte-déformation du ferraillage est alors modifié (Image 6). Cela permet une représentation réaliste de la rigidité de la structure en béton armé endommagée par des fissures. Cependant, il est toujours vrai que la résistance à la traction du béton ne contribue pas à la capacité ultime. La contrainte maximale dans le ferraillage σ<sub>sr</sub> dans les fissures est essentielle pour la conception (Image 6).</p>\n<p>CSFM utilise des modèles de matériaux uniaxiaux communs (diagrammes de contrainte-déformation) définis dans les <strong>normes de conception</strong>. L'approche standard, la méthode des coefficients partiels de sécurité, est ensuite utilisée pour évaluer l'ELU. La simplicité de la méthode la rend adaptée à la pratique de l'ingénierie et est cohérente avec les normes de conception.</p>\n<p>Même s'il s'agit d'une analyse MEF non linéaire, l'ingénieur en structure n'a pas besoin de saisir des attributs supplémentaires des matériaux et des caractéristiques du béton au calcul qui peuvent même ne pas être disponibles lors de la conception et qui sont nécessaires, par exemple, pour les analyses MEF non linéaires basées sur la mécanique de la rupture. Comme indiqué précédemment, l'un des principaux avantages de l'analyse CSFM, outre les états limites ultimes, est la capacité d'évaluer les <strong>états limites de service : flèche, limites de contrainte et, en particulier, ouverture des fissures</strong>.</p>\n<figure data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8fd3f66a-63b9-4aba-bb10-9e12889ed7d4/Finite%20element%20model.png\" data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" alt=\"\"></figure>\n<p><em>Image 7 Exemple de représentation d'un modèle d'éléments finis dans IDEA StatiCa Detail</em></p>\n<p>(Image 7) Le modèle MEF dans CSFM est composé de plusieurs types d'éléments finis :</p>\n<ul>\n  <li>Élément 1D avec rigidité axiale pour le ferraillage</li>\n  <li>Élément 2D isoparamétrique pour le béton</li>\n  <li>Ressorts pour le modèle d'ancrage du ferraillage avec extrémité traitée</li>\n  <li>Élément 2D spécial pour modéliser la cohésion entre le ferraillage et le béton</li>\n  <li>Contraintes rigides et interpolantes (contraintes multipoints, MPC) entre les éléments de cohésion et le béton</li>\n</ul>\n<p>Si le ferraillage conçu empêche la rupture fragile de l'élément, il a été démontré que la méthode CSFM donne de très bonnes prédictions de la réponse et de la capacité ultime de la structure malgré la simplicité de la formulation. Autrement dit, la méthode n'est pas adaptée, par exemple, à la conception de poutres sans ferraillage de cisaillement transversal qui présentent un potentiel de comportement fragile. Les <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">vérifications</a> de la méthode, y compris des expériences, sont données dans [1]. Une description plus détaillée de la méthode dépasse le cadre du présent document et peut également être trouvée dans la <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Base théorique</a>.</p>\n<p>Il est clair que les principes de la méthode CSFM sont généraux et son application n'est donc pas limitée aux régions de discontinuité, mais peut être utilisée pour modéliser des éléments entiers, par exemple des poutrelles préfabriquées, et lorsque l'élément peut être simplifié en un modèle 2D au plan. La méthode et sa mise en œuvre dans le logiciel (IDEA StatiCa Detail) ont également été développées avec la possibilité de saisir le <strong>ferraillage précontraint et post-contraint</strong>.</p>\n<h2>3. Exemple de conception d'une tête de pilier</h2>\n<p>L'application pratique de CSFM est illustrée par la conception de tête de pilier de pont à l'image 8. Il s'agit du deuxième pilier d'un pont continu avec trois travées de 30,0 m, 42,0 m et 30,0 m. La tête du pilier en béton armé est conçue en béton C40/50 et son épaisseur (dans la direction longitudinale du pont) est 2,0 m.</p>\n<figure data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7bd9ebbf-5d30-448a-93e2-c89641d05677/4.png\" data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" alt=\"\"></figure>\n<p><em>Image 8 Tête de pilier : a) Conception sommaire ; b) Contrainte de compression dans le béton en ELU ; c) Contrainte de traction dans le ferraillage en ELU ; d) Ouverture des fissures en ELS</em></p>\n<p>Au sommet de la tête de pilier, une poutre transversale avec le ferraillage B500 20xϕ28+20xϕ25 – les quatre couches supérieures – a été conçue tout d'abord. L'image 8a montre une conception sommaire à l'état limite ultime, indiquant les contraintes de compression dans le béton, les directions des contraintes de compression et les contraintes dans le ferraillage. La distribution plus détaillée des contraintes dans le béton et ferraillage est ensuite documentée dans les images 8b et 8c. Le ferraillage transversal se trouve juste en dessous de la limite d'élasticité et les contraintes dans le béton (et les déformations relatives) sont satisfaisantes à l'ELU. Cependant, le résultat du calcul de l'ouverture des fissures (image 8d) montre que la conception ne satisfait pas à l'<strong>ELS&nbsp;</strong>: w<sub>max</sub> = 0,36 mm &gt; w<sub>lim</sub> = 0,3 mm. <strong>Pour respecter l'ouverture des fissures limite, il est nécessaire d'augmenter le ferraillage </strong>de la poutre transversale à 20xϕ32+20xϕ28. Dans le cas de w<sub>lim</sub> = 0,2 mm (par exemple pour un pilier près d'une route générant une projection des sels, niveau d'influence environnementale XF2), le ferraillage de la poutre transversale devrait être augmentée encore plus à 24xϕ32+24xϕ28.</p>\n<h2>Conclusion</h2>\n<p>CSFM convient à la pratique de l'ingénierie parce que la méthode utilise des <strong>modèles de matériaux simples définis dans la norme de conception</strong>. En plus des états limites ultimes, elle permet également de concevoir les états limites de service dont l'évaluation était auparavant difficile à imaginer en utilisant l'analogie des fermes. En introduisant la méthode dans <strong>IDEA StatiCa Detail</strong>, il est alors possible de capturer de manière réaliste la réponse de la structure et de concevoir et évaluer les régions de discontinuité et les assemblages plus importants de manière efficace et sûre.</p>\n<p>La CSFM a été développée principalement grâce au travail du professeur Walter Kaufmann, directeur de l'ingénierie structurelle de l'École polytechnique fédérale de Zurich (EPFZ). Lui et son équipe ont également <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">vérifié la méthode et sa mise en œuvre logicielle</a>.</p>\n<h2>Littérature</h2>\n<p>[1] KAUFMANN, Walter, et al : Compatible stress field design of structural concrete, ETH Zurich, 2020, ISBN 978-3-906916-95-8,</p>\n<p>[2] KAUFMANN, W., MARTI, P. : Structural Concrete : Cracked Membrane Model. Journal of Structural Engineering 124 (12) : 1467-75, 1998 https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467)</p>\n<p>[3] KRAUS, M., M. WEBER, W. KAUFMANN, W, BOBEK, L. : Numerical analysis of experimentally tested frame corners with opening moments using the Compatible Stress Field Method (CSFM). In : Computational Modelling of Concrete and Concrete Structures, pp. 694-03. CRC Press, 2022 <a href=\"https://doi.org/10.1201/9781003316404\">https://doi.org/10.1201/9781003316404</a></p>\n<h2>Auteur de l'article</h2>\n<p>Ing. Pavel Kaláb, PhD.</p>\n<p>IDEA StatiCa s.r.o.</p>"
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                                                                    "value": "<p>Dans IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, les utilisateurs ont la possibilité de créer des modèles d'assemblage en utilisant des paramètres (relations définies entre des entités individuelles). La conception paramétrique permet aux utilisateurs de concevoir des assemblages standardisées de manière efficace - <strong>lisez comment travailler avec les paramètres</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">dans cet article.</a></p>\n<p>L'intégration de <strong>modèles paramétriques</strong> dans <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offre une approche transformationnelle des flux de travail des concepteurs d'assemblage. <strong>Elle permet aux utilisateurs de créer et d'utiliser une collection universelle de modèles qui peuvent être facilement personnalisés et déployés dans différents contextes de conception.</strong></p>\n<h2>Comment cela fonctionne-t-il ?</h2>\n<p>L'utilisateur peut télécharger lassemblage créé vers son entreprise ou son ensemble personnel, comme pour n'importe quelle conception, et il peut même le faire <strong>avec les paramètres définis</strong>. Une fois que la même géométrie est présente dans le projet et que la solution peut être répétée, l'utilisateur peut appliquer cette conception préparée à l'avance (modèle) avec tous les paramètres.</p>\n<figure data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0a53fd0-929f-4053-9c8c-37b522604485/parametric_template_3.png\" data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" alt=\"\"></figure>\n<p>En outre, après avoir proposé le modèle, il est possible de <strong>modifier les paramètres directement</strong> <strong>dans la fenêtre de conception principale</strong> et il n'est pas nécessaire de passer en mode développeur. Cet environnement convivial permet aux utilisateurs moins expérimentés de travailler avec des paramètres prédéfinis en toute sécurité selon les préréglages des concepteurs seniors.</p>\n<figure data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21f4f5f7-4808-4e52-ad70-4c7446950a47/parametric_template_5.png\" data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" alt=\"\"></figure>\n<p>L'optimisation ultérieure est très simple, car il est possible d'éviter de modifier chaque entité une par une lors de l'utilisation des opérations.</p>\n<p>En modifiant un paramètre, <strong>plusieurs étapes</strong> peuvent être réalisées en même temps. Par exemple, lorsque l'on modifie la largeur de l'élargisseur, ce n'est pas seulement l'élargisseur lui-même qui est affecté, mais aussi toutes les soudures associées et l'emplacement du raidisseur :</p>\n<figure data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a920b12e-d9f6-4545-9616-2b4e45b7c256/parametric_template_4.png\" data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" alt=\"\"></figure>\n<p>Les modifications verrouillées dans la liste des propriétés de certaines opérations de fabrication sont désactivées dans de tels cas. Cependant, si l'utilisateur le souhaite, il peut casser les paramètres à l'aide du bouton<strong>\"exploser</strong>\" et continuer à modifier les opérations.</p>\n<p>Les modèles auxquels les paramètres sont liés sont marqués d'un {p} minuscule. Plusieurs modèles paramétriques ont déjà été préparés et mis à disposition dans le <strong>jeu de modèles prédéfinis par l'équipe IDEA StatiCa</strong>.</p>\n<figure data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f541105-3c13-4356-9547-4495dfdbfdce/parametric_template_1.png\" data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" alt=\"\"></figure>\n<h2>Quels sont les avantages des modèles paramétriques ?</h2>\n<ul>\n  <li><strong>Modèles universels</strong>: Les concepteurs peuvent accéder à une large collection de modèles paramétriques à partir de Connection Library. Ces modèles sont conçus pour être universellement applicables et constituent une base solide pour un large éventail de projets.</li>\n  <li><strong>Personnalisation paramétrique</strong>: Grâce à l'onglet Développeur, les utilisateurs peuvent définir des paramètres spécifiques pour chaque modèle, ce qui permet un haut degré de personnalisation et de flexibilité dans la conception.</li>\n  <li><strong>Identification des modèles</strong>: Les modèles paramétriques sont facilement identifiables par le symbole {p}, ce qui permet aux utilisateurs de les reconnaître et de les sélectionner rapidement pour leurs projets.</li>\n  <li><strong>Filtrage amélioré de la bibliothèque</strong>: Le filtre de la fenêtre de proposition de Connection Library permet aux utilisateurs de trouver efficacement des modèles paramétriques parmi l'offre étendue de la bibliothèque.</li>\n  <li><strong>Contrôle de la publication</strong>: Lorsqu'un assemblage contient des paramètres, les concepteurs ont la possibilité de publier ces modèles paramétriques dans Connection Library. Cette fonctionnalité permet de partager des modèles personnalisés avec l'ensemble de la communauté des utilisateurs ou de les garder confidentiels pour un usage individuel ou interne.</li>\n</ul>\n<h2>Impact sur le flux de travail</h2>\n<p>L'inclusion de modèles paramétriques dans Connection Library représente une avancée significative dans le processus de conception pour les concepteurs d'assemblage. Cette fonctionnalité simplifie le processus de conception en fournissant :</p>\n<ul>\n  <li><strong>Efficacité</strong>: L'utilisation de modèles accélère la phase de conception, ce qui permet des itérations et des modifications plus rapides.</li>\n  <li><strong>Cohérence</strong>: Les modèles paramétriques garantissent la cohérence de la conception d'un projet à l'autre, ce qui est essentiel pour maintenir les normes et la qualité.</li>\n  <li><strong>Collaboration</strong>: La possibilité de partager des modèles personnalisés améliore la collaboration entre les équipes et avec l'ensemble de la communauté des concepteurs.</li>\n  <li><strong>Personnalisation</strong>: Les concepteurs peuvent adapter les modèles aux exigences spécifiques d'un projet, ce qui améliore la précision et l'efficacité de la conception.</li>\n</ul>\n<p><em>Disponible dans le </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>patch 23.1.5 d'IDEA StatiCa</em></a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n698fc8a8_25b1_016d_9bfc_52f86a474d95\"></object>\n<h2>Jeux de contrôle par défaut dans les opérations</h2>\n<p>La conception d'un assemblage par paramètres consiste à définir des paramètres uniques spécifiques à chaque type d'assemblage d'une part. D'autre part, il y a des paramètres qui sont utilisés presque toujours en raison des pratiques d'ingénierie courantes, telles qu'un ensemble de soudures, de fixations et de matériaux.</p>\n<p>Pour simplifier la création de modèles paramétriques et accéder à ces paramètres à tout moment, nous incluons ces contrôles en tant qu'ensembles par défaut dans la racine de l'opération.</p>\n<p>Lorsque vous sélectionnez Opérations, les paramètres suivants sont disponibles par défaut :</p>\n<ul>\n  <li>Réglage de la soudure : <strong>Méthode de dimensionnement</strong> et <strong>matériau de</strong> la soudure (24.0.5)</li>\n  <li>Paramètres du boulon : <strong>Type</strong>, <strong>plan de cisaillement dans le filetage</strong> et <strong>transfert de l'effort de cisaillement</strong> (24.1.0)</li>\n  <li>Paramétrage&nbsp;des platines: <strong>Matériau </strong>(24.1.0)</li>\n</ul>\n<figure data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23570977-6342-4a3e-adc8-2563c3e0028f/common%20properties%201.png\" data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" alt=\"\"></figure>\n<p>Ces commandes définissent la propriété spécifique pour l'ensemble du modèle d'assemblage à toutes les opérations et sont affichées dans la racine des opérations par défaut. Ils ne modifient pas les propriétés des éléments de structure, mais uniquement les opérations de fabrication.</p>\n<p>Si l'une des propriétés liées au contrôle <strong>est utilisée dans un paramètre</strong> du modèle paramétrique, le contrôle est automatiquement désactivé. Ce comportement permet d'éviter d'influencer la même propriété à partir de deux endroits et, par conséquent, de gâcher les détails de l'assemblage par des boucles dans les paramètres.</p>\n<p>En outre, ces contrôles sont également affichés sans modèle paramétrique, ce qui permet d'effectuer des modifications rapides et d'unifier les propriétés de n'importe quel modèle d'assemblage.</p>\n<h2>Quels sont les avantages ?</h2>\n<ul>\n  <li>Pour l'<strong>utilisateur du modèle paramétrique</strong> (par exemple, l'utilisateur junior), toutes les opérations sont désactivées (en lecture seule). Cependant, la <strong>modification du matériau, de la classe de boulons ou du matériau de la platine</strong> reste une action couramment attendue. Toutefois, si un seul paramètre manque dans le modèle paramétrique, celui-ci devient inutilisable. Les propriétés communes telles que les soudures, les boulons et les matériaux peuvent désormais être contrôlées dans chaque modèle paramétrique à l'aide des commandes par défaut affichées sous les paramètres.</li>\n  <li>L'ajout de ces contrôles <strong>simplifie le travail du créateur du modèle</strong> (par exemple, l'utilisateur principal) <strong>lors de la préparation des modèles paramétriques</strong>. Désormais, il n'est plus nécessaire de créer manuellement des paramètres spéciaux pour modifier des propriétés communes telles que les soudures, les boulons et les matériaux.</li>\n  <li>Parfois, vous souhaitez <strong>unifier les nuances de boulons ou de platines et les matériaux de soudure</strong> dans l'ensemble du détail de l'assemblage, même si le <strong>modèle paramétrique n'est pas utilisé</strong>. Cela peut être facilement réalisé soit en multi-sélectionnant dans l'arbre et en éditant des opérations du même type (néanmoins, dans ce cas, cela doit être fait plusieurs fois pour chaque groupe d'opérations séparément), soit il est maintenant possible de <strong>modifier la propriété demandée</strong> ou de vérifier si la même propriété est utilisée <strong>en un seul clic</strong>.</li>\n</ul>\n<figure data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/937c9874-ecb7-4e00-ba25-790f70433722/common%20properties%202.png\" data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n894962c2_9e8f_01ba_11c7_5f16f7e8d9c6\"></object>\n<h2>Améliorations de l'ensemble prédéfini</h2>\n<p>Plusieurs améliorations ont été apportées aux <strong>modèles paramétriques créés par l'assistant</strong> afin d'améliorer la convivialité, la clarté et la cohérence du modèle.</p>\n<ul>\n  <li>Les messages de validation ont été affinés, seuls les messages fonctionnels et pertinents sont désormais affichés, tels que le type d'élément incorrect, la compatibilité de section transversale ou les problèmes de définition de la charge.</li>\n  <li>Les textes des messages ont également été réécrits pour une meilleure lisibilité et une plus grande précision technique.</li>\n</ul>\n<figure data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae6b21b1-c930-4ad9-859f-f1753f5d321a/25-1%20predefined%20set%202.png\" data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" alt=\"\"></figure>\n<ul>\n  <li>Les modèles conservent désormais correctement les <strong>données de section transversale</strong> pour les cornières et les éléments de raidissement, ce qui garantit une génération précise de la géométrie.</li>\n  <li>Les <strong>sections transversales personnalisées (CCS) stockées dans MPRL</strong> sont incluses dans les modèles et automatiquement appliquées aux nouveaux modèles.</li>\n  <li>Une nouvelle <strong>méthode d'opération Workplane, Intersection</strong>, permet d'utiliser les modèles pour les éléments se terminant dans les directions X+ et X- dans Checkbot, avec un décalage réglable et un positionnement sur le bord proche ou éloigné de l'élément concerné.</li>\n</ul>\n<figure data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c417587-c02f-4a0b-933f-9a3c4071f6ac/25-1%20predefined%20set%203.png\" data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" alt=\"\"></figure>\n<p>Grâce à cette nouvelle fonction, les modèles&nbsp;sont applicables aux toutes les deux extrémités dans Checkbot.</p>\n<figure data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3991f2a-98fe-4c99-a1b7-a6875607d42d/25-1%20predefined%20set%204.png\" data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" alt=\"\"></figure>\n<p>Les modèles&nbsp;paramétriques peuvent également être <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combinés entre eux ou avec des opérations de fabrication standard</a>.</p>\n<p><em>Disponible dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                            "value": "<p>In IDEA StatiCa, there are three possible areas to work with parametric design effectively.</p>\n<h2>Parameters in IDEA StatiCa Connection</h2>\n<p>The first usage of parametric design is the simplest. Each element, like a member, plate, bolt, or weld, can be defined by its shape, position, and material.&nbsp;</p>\n<p>For this purpose, you'll need to enable the <strong>Developer mode</strong> in Project / Preferences / Advanced Settings.&nbsp;</p>\n<figure data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/859245fb-d6ee-4d79-ad1f-2228306e1088/parameters.png\" data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" alt=\"\"></figure>\n<p>In the tab <strong>Parameters</strong>, you can add Numbers (decimal sign is dot), Text (please use simple quotes), and even Equation.&nbsp;</p>\n<p>To link this parameter to the items defined by the Operations, just click on the <strong>Link</strong> icon.&nbsp;</p>\n<figure data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7c719-63a1-4bfe-bf4f-5eb9605165d3/link-par.png\" data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" alt=\"\"></figure>\n<p>The button <strong>Set to model</strong> allows you to overwrite initial values to the Parameter values.</p>\n<p>To get acquainted with all possibilities about the parameters, please look at the <a href=\"https://github.com/idea-statica/ideastatica-public/wiki/Reference-Guide-Expression-Parameters\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Reference guide</a>.</p>\n<p>More about this theme can be found also in the articles <a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a> and <a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a>.</p>\n<h2>Plugin for Rhino/Grasshopper</h2>\n<p>Grasshopper3d is a visual programming package attached to the powerful modeling CAD software&nbsp;<a href=\"https://www.rhino3d.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Rhino3d</a>.</p>\n<p>Combining Grasshopper with IDEA StatiCa's Open Model and APIs creates an extremely powerful platform for the parametric definition of complex connection geometry plus the automation and optimization of connections.</p>\n<figure data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a070a736-1da4-4e4f-a22f-baaad9dc2506/GH.png\" data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" alt=\"\"></figure>\n<p>The plugin can be used in several ways:</p>\n<ul>\n  <li>it enables the creation of complex joints, even without an IDEA Connection license</li>\n  <li>import of a structure (SAF model, IOM model) and a bulk calculation of specified joints</li>\n  <li>optimizing joints in terms of shape, material, etc., using parameters &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</li>\n</ul>\n<p>For more, please visit <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino to IDEA StatiCa workflow</a>.</p>\n<h2>Design API's</h2>\n<p>IDEA StatiCa provides several general API's for the different apps and services that we provide. This is an excellent place to start if you are a computational designer or software developer looking to perform automated structural design and optimization tasks. Design API's are targeted toward both Python and C#/.Net users.&nbsp;</p>\n<figure data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b0fff41-e68a-482a-a613-5f638d9e46c4/api.png\" data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" alt=\"\"></figure>\n<p><a href=\"https://developer.ideastatica.com/docs/api/api_overview.html\">You can start here</a> or visit the <a href=\"https://github.com/idea-statica\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa GitHub</a>. &nbsp;&nbsp;</p>"
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                                                                            "value": "<p>Beaucoup de nœuds d'une structure réelle ne peuvent pas être couverts individuellement par un type d'assemblage standard. Les concepteurs divisent ces nœuds&nbsp;en assemblages distincts et les vérifient à l'aide d'outils simples ou de feuilles de calcul Excel sans tenir compte de leur interaction, ce qui peut entraîner des erreurs de conception.</p>\n<h3>Les modèles paramétriques peuvent être combinés avec d'autres opérations</h3>\n<p>Lors de l'utilisation d'un modèle paramétrique, il est toujours possible d'ajouter de nouvelles opérations. Il est donc possible d'ajouter une seule&nbsp;opération unique à un modèle paramétrique existant.</p>\n<p>De cette manière, il est facile d'ajouter, par exemple, plus de raidisseurs au modèle choisi.</p>\n<figure data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7898ecd8-9db8-455e-8747-f1724f0eaeac/Combination%20of%20parametric%20template%20and%20unrelated%20operations%201.png\" data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" alt=\"\"></figure>\n<p>Un autre exemple peut être un joint composé de différents assemblages - certains éléments ne sont pas pris en compte dans le modèle choisi.</p>\n<figure data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad580407-b098-495d-8783-6fda3a80577a/Combination%20of%20parametric%20template%20and%20unrelated%20operations%202.png\" data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" alt=\"\"></figure>\n<p>La connexion de cet élément supplémentaire avec une opération standard est facile à réaliser.</p>\n<figure data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baee32da-a7c8-4884-b460-cff867b1c5a4/Combination%20of%20parametric%20template%20and%20unrelated%20operations%203.png\" data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n429cfc7e_7ebf_0119_b91d_f4cc9164e2bf\"></object>\n<h2>Combinez plusieurs modèles paramétriques dans un seul modèle</h2>\n<p>Pour connecter plusieurs éléments dans un nœud, vous pouvez appliquer plusieurs modèles paramétriques. Créez vos assemblages standards en tant que modèle paramétrique, puis combinez-les efficacement pour obtenir la conception d'assemblage souhaitée pour l'ensemble de la structure.</p>\n<figure data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d59211a9-a119-42c4-a207-c0aa1509eca3/Multiple%20templates%201.png\" data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" alt=\"\"></figure>\n<p>Chaque modèle appliqué est désormais représenté par un <strong>entête de modèle</strong> distinct (Modèle 1, Modèle 2, etc.) dans l'arbre des opérations. La sélection d'un modèle affiche ses paramètres et contrôles spécifiques, ce qui permet aux utilisateurs de modifier les propriétés locales, telles que la disposition des boulons, les matériaux ou l'épaisseur de platine, indépendamment pour chaque modèle.</p>\n<figure data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3c987a69-d44b-4644-a40c-c807fb119c4f/Multiple%20templates%202.png\" data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" alt=\"\"></figure>\n<p>Les propriétés globales restent accessibles sous l'<strong>entête&nbsp;Opérations</strong>, ce qui permet à l'utilisateur d'appliquer des paramètres de matériau ou de la norme communs à l'ensemble de l'assemblage. La nouvelle structure soutient les conceptions à modèles mixtes où les modèles individuels conservent leur flexibilité paramétrique.</p>\n<figure data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d456161d-b705-4d74-b992-279c974a7b00/Multiple%20templates%203.png\" data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" alt=\"\"></figure>\n<p><em>Mise à jour dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n  <li><strong>by friction</strong></li>\n  <li><strong>by anchors</strong></li>\n  <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n  <li>Cast-in-place&nbsp;</li>\n  <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value.&nbsp;</p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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                                    "value": "<h2>Chargement</h2>\n<p>Les cas de charge peuvent être définis de la même manière que pour les éléments 2D en béton armé. Cela signifie que chaque cas de charge peut se voir attribuer un type de charge permanent ou variable. Les cas de charge permanente sont d'abord appliqués au modèle et, après un calcul réussi, les cas de charge variable sont appliqués.</p>\n<p><strong>Type d'impulsions de charge</strong></p>\n<p>Un total de 4 types d'impulsions de charge peut être ajouté à chaque cas de charge.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>La définition des <strong>charges surfacique</strong> est identique à celle de l'appui superficiel. Cela signifie qu'il est possible de les spécifier de deux manières : Surface entière et Polyligne. Dans le cas des charges surfaciques, l'intensité de la charge est bien sûr saisie dans les trois directions générales.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p>Le <strong>groupe des efforts </strong>est une entité de charge qui vous permet de spécifier des efforts dans trois directions n'importe où sur le modèle à l'aide d'un tableau. Il peut être référencé au pied de poteau ou à la surface d'un bloc de béton. Pour l'entrée des tableaux, il est à nouveau possible d'utiliser la fonctionnalité&nbsp;copier-coller de la feuille de calcul.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p>Le <strong>poids propre</strong> devrait être inclus dans chaque modèle. Par exemple, les fondements&nbsp;en béton chargés d'un moment de flexion ne se renverseront pas aussi facilement.</p>\n<p>Les <strong>charges ponctuelles</strong> peuvent être chargées directement sur le pied de poteau avec six efforts internes Fx, Fy, Fz, Mx, My et Mz dans la position générale.</p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4b4b74a7_d6f3_01f8_de25_75d53edc068e\"></object>\n<p>Lors de l'utilisation d'un pied de poteau, l'application de cet effort directement sur un pied de poteau réaliste et déformable peut entraîner une redistribution irréaliste des contraintes sur le pied, les tiges et le béton. Il est donc plus approprié d'utiliser la deuxième option - le tronçon.</p>\n<p><strong>Le tronçon</strong></p>\n<p>Le tronçon est représenté par une partie courte&nbsp;du poteau au-dessus du pied de poteau qui est modélisé comme une <strong>structure d'éléments de coque</strong> et se comporte comme une interface physiquement précise entre les efforts internes et le pied. Une base de données de sections standard est utilisée.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>L'<strong>ensemble des efforts internes à 6 composantes</strong> (efforts et moments) est appliqué en <strong>un seul point</strong> sur la <strong>face inférieure du tronçon </strong>- c'est-à-dire la base de poteau.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Les contraintes <strong>transfèrent les efforts </strong>à la <strong>face supérieure du tronçon</strong>, d'où elles sont naturellement <strong>redistribuées à travers le tronçon&nbsp;</strong>dans le pied de poteau, les tiges et le béton.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>Cette approche préserve l'interaction réaliste de la rigidité entre le poteau et le pied et élimine la nécessité d'une redistribution manuelle ou d'hypothèses artificielles.</p>\n<p><em>Le tronçon&nbsp;a été publié dans la </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>version 25.1 d'IDEA StatiCa</em></a><em>.</em></p>\n<h3>Combinaisons</h3>\n<p>Puisque l'analyse dans IDEA StatiCa Detail est non linéaire, des combinaisons soi-disant non linéaires sont utilisées. Cela signifie que les cas de charge individuels ne sont pas calculés et que les résultats ne sont pas additionnés. Au contraire, les cas de charge du même type de charge sont additionnés avant le calcul, bien sûr avec les coefficients respectifs définis dans les combinaisons, et les combinaisons individuelles sont ensuite calculées. C'est pourquoi l'existence d'au moins une combinaison est une condition préalable au lancement du calcul.</p>\n<p>Seules les combinaisons pour l'ELU peuvent être définies.</p>\n<figure data-asset-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" data-image-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d078ad21-98af-4d98-880f-39cae23b551e/3D%20Detail%20in%2024.1_16.png\" data-asset-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" data-image-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n  <li>By two points</li>\n  <li>On surface edge</li>\n  <li>On surface edge on more edges</li>\n  <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. 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                                    "value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n  <li>Summary</li>\n  <li>Strength</li>\n  <li>Anchorage</li>\n  <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview.&nbsp;</p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties.&nbsp;</p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes:&nbsp;<strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction.&nbsp;</p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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                                    "value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check&nbsp;</h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                            "value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated.&nbsp;</p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot.&nbsp;</p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n  <li>International design standard (code)&nbsp;</li>\n  <li>Profile type and material&nbsp;</li>\n  <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n  <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n  <li>Only connections with 1 member (simple footings)\n    <ul>\n      <li>Only steel-to-concrete anchoring</li>\n      <li>No complex design (footing with braces)</li>\n    </ul>\n  </li>\n  <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                    "value": "<p>La possibilité de relier les applications IDEA StatiCa à des dizaines d’outils différents entraîne la nécessité de créer des approches différentes pour des fournisseurs spécifiques. Le transfert de données par lien BIM est raffiné et rationalisé pour rendre les processus aussi fluides et rapides que possible.</p>\n<p>Grâce à cela, le temps nécessaire pour obtenir les données de différentes sources est court. Voici quelques comparaisons pour différentes métriques.</p>\n<h4>Importations plus rapides pour un assemblage unique par liens MEF</h4>\n<p>Nous avons amélioré les processus lors de l’importation d’un assemblage et élément unique des logiciels MEF en réduisant les appels d’API inutiles que nous utilisons lors de l’importation. Il en résulte le temps d’importation nettement plus rapide pour des liens BIM spécifiques.</p>\n<figure data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ce20acd2-4bcd-4324-90c6-0db8cdc69bf9/Comparison%20table_1.png\" data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" alt=\"\"></figure>\n<h4>Ouverture plus rapide des projets existants</h4>\n<p>De plus, les temps d’ouverture des projets déjà existants de Checkbot ont été améliorés d’environ 50 % par rapport à la version 23.1.5.</p>\n<figure data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b781cf9b-5ca7-4cee-a240-a5b4e842c389/Comparison%20table_2.png\" data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" alt=\"\"></figure>\n<p>Publié dans la version 24.0 de IDEA StatiCa.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                                            "value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring&nbsp;–&nbsp;can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve.&nbsp;</p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n  <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own&nbsp;–&nbsp;see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases&nbsp;–&nbsp;<strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n  <li><strong>Multiple anchoring close together</strong>&nbsp;–&nbsp;The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n  <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong>&nbsp;–&nbsp;A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n  <li><strong>Consideration of existing reinforcement in renovations</strong>&nbsp;–&nbsp;Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included.&nbsp;</li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes&nbsp;–&nbsp;</em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution&nbsp;</h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures.&nbsp;</p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n  <li><strong>IDEA StatiCa Connection</strong>&nbsp;–&nbsp;focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n  <li><strong>IDEA StatiCa Detail</strong>&nbsp;–&nbsp;The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress.&nbsp;</li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads.&nbsp;</p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>.&nbsp;</p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before&nbsp;–&nbsp;so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. It’s the first case we’ve fully verified, and we’re committed to expanding our focus to other challenges in the future.</p>\n<p>The question is: Will you adapt to these advancements, or will you resist change?</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b6bbd0cf_0459_0144_865a_d5102e67f5e8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3a93b40e_b9ea_0137_9033_5716e230133f\"></object>"
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                                            "value": "<p>Qu'il s'agisse d'un espace limité pour l'<a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">ancrage</a>, une disposition architecturale non conventionnelle, un ancrage près du bord, nécessité de fixer l'acier à des formes de béton irrégulières ou demande du chantier de concevoir des platines encastrées, ces cas particuliers exigent plus que des solutions typiques. C'est exactement là que commence le véritable défi de conception.</p>\n<h3>Comment les ingénieurs en structure font-ils face à ces situations ?</h3>\n<p>Cela commence par des hypothèses et beaucoup de travail manuel et calculs. Des heures sont consacrées à l'itération des conceptions et à la vérification selon les normes. Le plus souvent, les conceptions analysées conduisent à des semelles et platines inutilement surdimensionnées en raison de ruptures de béton :</p>\n<ul>\n  <li>Rupture de bord de béton</li>\n  <li>Rupture de cône de béton</li>\n  <li>Combinaison de ruptures</li>\n</ul>\n<figure data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f2b12c1-2437-49b8-b96b-16bfb6c0687c/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" alt=\"\"></figure>\n<p>Prenons l'exemple de l'ancrage près du bord. Sans ferraillage, il est presque impossible de réussir la vérification pour la rupture de bord ou de cône de béton. Lorsque les tiges sont proches les uns des autres, vous avez soudain affaire à des cônes en interaction, ce que la plupart des normes conseillent d'éviter complètement. Mais que faire lorsque votre disposition simplement ne peut pas respecter l'espacement recommandé ?</p>\n<p>Il <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">faut envisager un ferraillage</a> supplémentaire. <em>Eurocode 1992-4 - Conception des structures en béton - Partie 4&nbsp;: Conception des moyens d'assemblage dans le béton </em>recommande d'établir une analogie des fermes appropriée.</p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>Mais que se passe-t-il si une forme atypique de bloc de béton met des bâtons dans les roues ?</p>\n<h3>Relever les défis de l'ancrage pour des géométries de bloc de béton non standard</h3>\n<p>En particulier lorsqu'il s'agit de géométries irrégulières ou dispositions uniques qui vont au-delà des cas standard, le processus ne prend pas seulement du temps, mais laisse aussi trop de place à l'incertitude. Dans de tels cas, les formes générales peuvent être imprévisibles et il est donc essentiel d'examiner attentivement les distances aux bords de tous les côtés. La profondeur d'encastrement peut varier en raison des différences d'épaisseur des blocs ou de positionnement des tiges et les tiges elles-mêmes peuvent ne pas se trouver dans le même plan.</p>\n<p>Dans la <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">dernière version de IDEA StatiCa</a>, nous avons ajouté de nouvelles fonctionnalités puissantes pour vous aider à concevoir et vérifier l'ancrage dans des conditions réelles qui ne suivent pas le manuel.</p>\n<p>Vous pouvez maintenant <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">concevoir et vérifier presque toutes les formes de bloc de béton</a> pour l'ancrage. Qu'il s'agisse d'un piédestal, blocs d'ancrage non rectangulaires, extensions de fondations en bandes, n'importe quelle forme de voile ou une géométrie personnalisée exigée par les architectes.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Conception de platines encastrées tenant compte de ferraillage</h3>\n<p>Dans le secteur de la construction, il est courant de rencontrer des structures d'appui qui intègrent à la fois des éléments en acier et en béton. Les éléments en béton jouent souvent un rôle clé en assurant la stabilité latérale de l'ossature en acier. Ces éléments sont généralement reliés par des <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">platines encastrées</a>. Les platines encastrées offrent un ancrage fiable et peuvent être fabriquées de manière à minimiser les travaux de forage sur le chantier. Les platines affleurent la surface du béton, ce qui permet des assemblages propres et de niveau. Les platines encastrées sont particulièrement appréciées dans des applications telles que les systèmes d'appui de façade, assemblages des cadres en acier dans les bâtiments hybrides béton-acier, appuis de rail de guidage d'ascenseur, ancrage d'équipements mécaniques, appuis de pont et assemblages de panneaux en béton préfabriqué.</p>\n<p>Mais même si les applications sont nombreuses, la conception peut devenir beaucoup plus complexe. Le ferraillage dans le béton résiste aux efforts axiaux, soudé à la platine d'acier pour transférer la charge par adhérence avec le béton. Les goujons de cisaillement, tiges ou bêches résistent aux efforts de cisaillement.</p>\n<p>La résistance de conception des éléments ancrés dépend fortement de la position du ferraillage de béton, en particulier si la platine encastrée est positionnée près du bord (systèmes d'appui de façade).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (avec CSFM 3D) prend automatiquement en compte le ferraillage à proximité d'une platine encastrée, ce qui peut augmenter la capacité de charge de manière significative. Cette solution vous permet de créer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU).</p>\n<h3>Élevez la conception d'ancrage</h3>\n<p>IDEA StatiCa fournit aux ingénieurs une solution complète pour la conception et vérification des ancrages. Les ingénieurs ne sont plus limités par les exemples simplifiés et conservateurs correspondant aux normes de conception qui conduisent à surdimensionner les pieds de poteau et tiges. 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                            "value": "<h2>1. Pourquoi le calcul a-t-il été arrêté prématurément ?</h2>\n<p>Le modèle CSFM 3D est conçu pour garantir des simulations précises et fiables. C’est pourquoi il intègre des critères d'arrêt rigoureux. Pour en savoir plus, consultez notre <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&amp;type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">algorithme de contrôle pour 3D CSFM</a> dans le cadre théorique.</p>\n<p><strong>Option \"Stop at Limit Strain\" activée par défaut</strong><br>\nCette fonctionnalité cruciale interrompt le calcul dès que certains critères de déformation (UGT) sont dépassés. Nous vérifions l'épuisement pour le béton, l'armature et l'ancrage :</p>\n<ul>\n  <li><strong>Béton</strong> : Une déformation maximale de 5 % en compression et de 7 % en traction est appliquée pour garantir la convergence des calculs.</li>\n  <li><strong>Armatures</strong> : La déformation plastique est limitée à 5 % pour assurer la sécurité et la performance.</li>\n  <li><strong>Ancrages</strong> : L'évaluation se base sur les valeurs limites de glissement, plutôt que sur les contraintes d'adhérence, afin d’optimiser la stabilité.</li>\n</ul>\n<p><strong>Causes d'une non-convergence</strong></p>\n<p>Lorsque le calcul ne converge pas, plusieurs facteurs peuvent être en jeu. La cause la plus fréquente est l'absence d'armature adéquate. D'autres facteurs peuvent inclure un modèle mal supporté, entraînant de grandes déformations, ou une conception surchargée pour les forces spécifiées.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. Quel soutien dois-je appliquer dans le détail ?</h2>\n<p>Dans l'application <strong>3D Detail</strong>, vous pouvez appliquer des appuis surfaciques avec une rigidité dans toutes les directions. Par défaut, ces supports offrent une rigidité en compression uniquement (Compression-Only), mais il est possible de sélectionner une option qui inclut également la rigidité en traction. Voici deux approches clés à considérer :</p>\n<ul>\n  <li><strong>Fondations reposant sur le sol</strong><br>\nUtilisez un appui qui offre une rigidité en compression uniquement. <strong>Attention</strong> : veillez à ajouter manuellement le poids propre comme cas de charge, car cela n'est pas fait automatiquement. Ce poids propre est essentiel pour prévenir le renversement du bloc de béton.</li>\n  <li><strong>Sous-modèles d'éléments en béton plus grands</strong><br>\nOptez pour un support capable de fonctionner à la fois en compression et en traction. Dans ce cas, il est crucial d'appliquer une armature qui traverse la surface. Cela permet de dissiper toute contrainte de traction par l'armature. Sans cela, des tensions de traction élevées peuvent rapidement apparaître dans le béton, dépassant ainsi le critère d'arrêt de 7 %.</li>\n</ul>\n<p>Pour des informations détaillées sur les fonctionnalités de <strong>Detail 3D</strong>, consultez notre section sur les <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Fonctionnalités complètes de Detail 3D.</a></p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Pourquoi est-il si important de respecter les règles d'exécution ?</h2>\n<p>La conformité aux règles de détail de la norme est essentielle pour garantir la sécurité et la performance des structures en béton. L'armature doit inclure des éléments supplémentaires pour le transfert des forces de traction et transversales, conformément à l'<strong>EN 1992-4</strong>. Cette application assure un transfert de forces efficace : la compression est absorbée par le béton, tandis que la tension est gérée par l'armature. Étant donné que le béton n’a pas de résistance à la traction, un renforcement adéquat est crucial.</p>\n<p><strong>À noter</strong> : Ces règles de détail ne sont pas automatisées. Il incombe à l'utilisateur d'ajouter manuellement les armatures appropriées. L'ingénieur structurel est donc responsable de garantir que l'armature est correcte et conforme aux normes du bloc de béton.</p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. Comment modéliser correctement le transfert des forces transversales ?</h2>\n<p>Le transfert des efforts de cisaillement peut se faire par frottement, ancrages ou falaise de cisaillement, mais il est crucial de choisir une seule méthode à la fois.</p>\n<p><strong>Utilisation du frottement :</strong><br>\nPour garantir une modélisation efficace, assurez-vous que la séquence des cas de charge est correcte : commencez par appliquer la pression (permanente), suivie du cisaillement (variable). Une séquence incorrecte pourrait entraîner un phénomène où la semelle \"s’envole\".</p>\n<p>Avec une séquence de charge correcte et un coefficient de frottement fixé à <strong>0,25</strong>, vous pouvez transmettre 25 % de la force de compression en tant que force de cisaillement. Les taquets de cisaillement transmettent entièrement la force transversale, mais il est important de noter qu'ils ne sont pas contrôlés dans <strong>IDEA StatiCa Detail</strong>. Vérifiez d'abord les chapes dans <strong>IDEA StatiCa Connection</strong> avant de les importer dans Detail.</p>\n<p><strong>Pour les ancrages :</strong><br>\nL'utilisateur peut identifier quels ancrages sont efficaces pour le cisaillement. Cependant, ils ne sont pas vérifiés pour le cisaillement dans Detail. Assurez-vous de vérifier leur capacité dans Connection avant de procéder à leur simulation dans Detail.</p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. À quoi dois-je faire attention lors de l'exportation de Connection vers Detail ?</h2>\n<p>Lors de l'exportation, il est crucial de vérifier comment les forces sont appliquées. Les forces peuvent être appliquées soit directement aux ancrages, soit aux semelles. Étant donné que les ancrages et les semelles sont modélisés comme des éléments distincts, le transfert des forces entre eux doit être déclenché manuellement par le biais de contraintes.</p>\n<ul>\n  <li><strong>Exportation du modèle d'ancrage depuis IDEA StatiCa Connection</strong><br>\nLorsque vous exportez le modèle d'ancrage (voir par exemple le lien <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM Connection to Detail - Ancrage à charge excentrée</a>), le transfert de la force axiale entre les ancres et la semelle est désactivé. Cela permet d'éviter toute pression supplémentaire non désirée sur la semelle. Les forces axiales sont découplées et se trouvent déjà directement dans les ancrages, tandis que les forces de cisaillement sont transmises via la semelle. Ainsi, la case pour le transfert des forces axiales est désactivée et celle pour le transfert des forces de cisaillement est activée dans l'image ci-dessous lors de l'exportation du modèle à partir de Connection.</li>\n  <li><strong>Lorsque vous n'exportez pas le modèle de Connection</strong><br>\nDans ce cas, la charge est placée directement sur la semelle, et vous avez la possibilité d'activer le transfert des forces axiales et de cisaillement entre la semelle et les ancrages.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. Quelle rigidité de la semelle doit être définie ?</h2>\n<p>La définition de la rigidité correcte de la semelle est cruciale pour obtenir des résultats fiables. La figure ci-dessous compare trois modèles différents :</p>\n<ul>\n  <li><strong>Semelle souple exportée de Connection</strong></li>\n  <li><strong>Semelle souple modélisée directement dans Detail 3D avec une charge appliquée sur un seul point</strong></li>\n  <li><strong>Semelle rigide avec une épaisseur accrue, également chargée sur un seul point</strong></li>\n</ul>\n<p>Les résultats de l'analyse ont révélé que les plaques flexibles modélisées directement dans Detail 3D produisaient des distributions de contraintes imprécises et des effets d'arrachement artificiels. En revanche, la plaque rigide a éliminé ces problèmes, offrant des résultats cohérents avec ceux obtenus par l'exportation de la connexion.</p>\n<p>Il est intéressant de noter que les forces d'ancrage étaient similaires dans le premier et le troisième modèle, tandis que le second modèle (plaque flexible dans Detail 3D) a surestimé les forces d'ancrage de plus de <strong>30 %</strong>, ce qui en fait une approximation inexacte.</p>\n<p><strong>Conclusion :</strong> Pour optimiser l'interaction entre la semelle et le béton, il est recommandé d'utiliser une semelle rigide lorsque vous ne l'exportez pas depuis Connection et que vous appliquez une charge en un seul point. Cela garantit que les résultats reflètent le plus fidèlement possible la réalité.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<h2>7. Qu'en est-il de la contrainte de contact ?</h2>\n<p>Dans Connection, il est possible d'établir un contact entre deux plaques et d'afficher la tension de contact. Cependant, l'exportation de l'ancrage de Connection vers Detail ne permet pas d'importer cette tension de contact, ce qui constitue une limitation (voir <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limitation connue pour Detail 3D</a>). La conséquence de l'absence d'effets causés par la tension de contact est que les forces importées ne sont pas équilibrées sur la semelle et que le calcul n'a pas pu être effectué en raison de l'énorme déformation de la plaque d'acier et de la déviation du modèle.</p>\n<p>Comment résoudre ce problème ?</p>\n<ul>\n  <li>méthode 1 - ne pas utiliser le contact dans le modèle de connexion (le contact est justifiable dans un nombre limité de cas)</li>\n  <li>solution 2 - modéliser l'ancrage directement dans l'application Detail avec la plaque de base rigide (voir question 6).</li>\n</ul>\n<figure data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cfe0c5cc-be52-456d-b534-4a407f3b417b/fig_7.png\" data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" alt=\"\"></figure>\n<h2>8.Pourquoi la tension d'attache dépasse-t-elle 99,9 % si rapidement ?</h2>\n<p>Dans de nombreux modèles, la tension d'attache dans l'ancrage dépasse rapidement <strong>99,9 %</strong> d'utilisation, même pour des niveaux de charge très faibles. Ce phénomène s'explique par le comportement observé dans le diagramme contrainte-déformation de la connexion entre l'ancrage/renforcement et le béton, comme illustré dans la figure ci-dessous.</p>\n<p>La liaison (Bond) atteint rapidement sa contrainte ultime, et toute charge supplémentaire entraîne une déformation plastique, souvent appelée <strong>glissement</strong>. Pour une compréhension plus précise, il est utile d'examiner les valeurs de <strong>Ftot / Flim</strong>.</p>\n<p>Pour en savoir plus sur la force d'adhérence ultime des ancrages adhésifs, consultez notre article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Force d'adhérence des ancrages dans Detail 3D.</a></p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. Comment dois-je gérer les paramètres de maillage ?</h2>\n<p>La qualité du maillage est essentielle pour les simulations 3D, en particulier pour les problèmes non linéaires, car elle influence directement le temps de calcul et la précision des résultats.</p>\n<p>Le facteur de multiplication du maillage peut varier de <strong>0,5 à 5</strong>, avec <strong>1</strong> comme valeur par défaut. Voici quelques points à considérer :</p>\n<ul>\n  <li><strong>Facteur de 5</strong> : Utiliser un facteur de 5 peut accélérer les simulations et aider à identifier des erreurs potentielles, mais cela peut également entraîner des résultats imprécis, avec des erreurs pouvant dépasser <strong>30 %</strong>.</li>\n  <li><strong>Facteur de 1 ou moins</strong> : Une fois le modèle vérifié, il est conseillé de revenir à un facteur de 1 ou moins pour obtenir des contraintes et des déformations précises, bien que cela augmente le temps d'analyse.</li>\n  <li><strong>Maillage grossier</strong> : Un facteur plus élevé est approprié pour la conception préliminaire, permettant une évaluation rapide des concepts.</li>\n  <li><strong>Maillage fin</strong> : Un facteur plus faible est recommandé pour la simulation finale, car il fournit des résultats plus précis, notamment autour des ancrages.</li>\n</ul>\n<p>En résumé, adaptez le maillage selon l'étape de votre projet pour équilibrer efficacité et précision.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h3>Est-il possible d'importer plusieurs ancrages ?</h3>\n<p>Oui, il est tout à fait possible d'importer plusieurs ancrages. Que se passe-t-il après l'exportation de ces ancrages multiples de la connexion vers Detail ?</p>\n<p>Lors de l'importation, plusieurs blocs de béton sont créés dans Detail, en fonction du nombre d'embases présentes dans la connexion, chaque embase ayant son propre élément en béton. Cependant, il existe une limitation importante : les blocs de béton multiples ne sont pas pris en charge dans Detail (voir <strong>Limitation connue pour Detail 3D</strong>).</p>\n<p>Pour contourner cette limitation, l'utilisateur doit supprimer tous les blocs sauf un et relier toutes les autres semelles à ce bloc unique. Cela permet d'obtenir une distribution correcte des forces d'ancrage et de soudure.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h3>Conclusion</h3>\n<p>Le <strong>CSFM 3D</strong> dans <strong>IDEA StatiCa Detail</strong> est un outil puissant pour modéliser le comportement non linéaire du béton et de l'armature, en conformité avec l'Eurocode et l'ACI. Il traite efficacement les interactions de liaison, les zones de traction et de compression, ainsi que les dispositions des armatures, fournissant des solutions robustes pour l'ancrage et le transfert de charge.</p>\n<p>Les critères intégrés garantissent que les calculs s'arrêtent lorsque les limites de déformation critiques sont atteintes, et une bonne présentation des armatures est essentielle pour obtenir des résultats réalistes. La qualité du maillage est également cruciale pour la précision des simulations : un maillage plus fin offre une plus grande précision, mais nécessite un temps d'analyse plus long.</p>\n<p>N’oubliez pas que le renforcement supplémentaire, le transfert des forces transversales et des paramètres d'exportation appropriés sont des éléments clés pour des conceptions précises conformes aux normes.</p>\n<p>Pour des informations plus détaillées, nous vous invitons à visionner le webinaire <strong>10 Most Frequently Asked Questions for 3D Anchoring</strong> (Les 10 questions les plus fréquemment posées sur l'ancrage 3D) ou le webinaire en néerlandais sur <strong>3D Detail : Calcul d'ancrage avec renforcement dans 3D Detail</strong>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4860c3a6_2b94_0133_4541_34794e486d10\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n60dba8f2_8efa_0131_1635_311f83f91b54\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ac3f7aa4_1402_0130_f1d3_e05e058cac3b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n86c0e5b8_96b6_011b_0da1_5fee3e625fef\"></object>"
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                    "value": "<h2>Introduction</h2>\n<p>The confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to lateral pressure (active) or confinement provided by surrounding materials (passive), such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.&nbsp;</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Active confinement is considered while designing, for example, partially loaded areas, concrete hinges, etc.</li>\n</ol>\n<p>In the following figure, you can notice how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c82248d-2921-4a12-8752-4ed3b69cb201/32.png\" data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Confinement effect and influence on the bearing capacity of structures}}}\\]</em></p>\n<p>Before we get into the example itself, let's recall how the concrete material is defined in the application.</p>\n<h2>Concrete material definition in IDEA StatiCa Detail</h2>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;<strong>Mohr-Coulomb&nbsp;plasticity theory</strong> for monotonic loading.</p>\n<p>In general, for a given angle of internal friction of the concrete, which is around&nbsp;<em>φ = 30°</em>, the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 2.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where&nbsp;<em>f</em><em><sub>c</sub></em>&nbsp;is concrete strength in compression,&nbsp;<em>f</em><em><sub>ct</sub></em>&nbsp;is concrete strength in tension,&nbsp;<em>φ</em>&nbsp;is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>,&nbsp;</em>σ<em><sub>c</sub></em><sub>3</sub>&nbsp;are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em>&nbsp;(see below), also increases.</p>\n<p>In 3D CSFM as implemented in IDEA StatiCa Detail, the angle of internal friction is considered as&nbsp;<em>φ = 0°,&nbsp;</em>as shown in Figure 3.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>&nbsp;is constant as σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent \"damaging\" uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>Comparing Figure 2, where the real angle of internal friction is used, and Figure 3, which shows the Mohr-Coulomb theory's implementation with a zero angle of internal friction, it can be seen that the approach chosen for the calculations in the Detail application is very conservative for the assessment of the triaxial stress state. Note that the model with zero friction angle resembles the Tresca model, with tension cut-off.</p>\n<p>Read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h2>Triaxial test&nbsp;– an active confinement example</h2>\n<p>In the example, we will simulate a triaxial test to explain how the triaxial pressure effect is implemented in 3D CSFM in IDEA StatiCa Detail. This will, therefore, be an example of <strong>active confinement</strong>. All calculations will be in characteristic values.</p>\n<p>The model is of the solid block type with plan dimensions 1.0 x 1.0 m and a height of 3.0 m made of C30/37 concrete supported by a rigid surface support in the Z direction. Only for the sake of the stability of the analysis model, the X and Y directions are also included on the surface support with a neglectable stiffness value. The load is applied in two steps. In the first step, a hydrostatic pressure (σ<em><sub>c,</sub></em><sub>1</sub> = σ<em><sub>c,</sub></em><sub>2</sub> = σ<em><sub>c,</sub></em><sub>3</sub>) of 20 MPa is applied to the model. This high value, relative to the concrete strength, was chosen mainly to demonstrate the stability of the computational model.</p>\n<figure data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7494607-2b43-4caa-a8e1-0f4288da7e11/Tri-axial%20test.png\" data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Triaxial test setup - model, load, and boundary conditions}}}\\]</em></p>\n<p>After calculating the model, we get the value σ<em><sub>c,eq</sub></em> = 0 MPa in the whole model. This corresponds to the previous definition of the implementation of the Mohr-Coulomb&nbsp;plasticity theory in Detail.</p>\n<figure data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb50b0f7-cced-42a8-ae95-53f49b768cdb/Eq%20stress%20step%201.png\" data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Equivalent Principal Stress - first calculation step}}}\\]</em></p>\n<p>In the second step, a surface load of 50 MPa is applied to the upper surface of the model. Note that this load is higher than the considered axial compressive strength of concrete of 30 MPa. The objective of the test is to demonstrate that no load greater than the compressive strength of the concrete will be applied in this step. The calculation should, therefore, stop so that the applied load equals the resulting value of σ<em><sub>c,eq</sub></em>.</p>\n<p>Let us now look at the results. As expected, the calculation was stopped because the plastic strain criteria in the concrete, which is 5%, were exceeded.</p>\n<figure data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0aeb3a83-a813-4b7e-ab8a-2c5be92749fe/Stop%20criterion%20after%202.%20step.png\" data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Calculation result after the second step}}}\\]</em></p>\n<p>If we go through the results, we find that they match the assumptions defined above. This shows that the concrete model in Detail works correctly in terms of active confinement.</p>\n<figure data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/399058ba-db6c-445e-8468-98eb0a4d4607/Load%20stress%20step%202.png\" data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad a) Applied load in step 2; b) Equivalent principal stress; c) Principal stresses σc,3 a σc,1}}}\\]</em></p>\n<p>The stress peaks that can be observed at the top and bottom surfaces are caused by the way of applying surface load and surface support to the edges of the mesh from tetrahedral elements with nodal rotations. And also the fact that the maximum nodal values from adjacent finite elements are always displayed in the Detail application. However, the subject of this article is not the specification of this method, so we will not pursue it further.</p>\n<h4>ABAQUS verification</h4>\n<p>In the next step, we will look at a comparison with models created in ABAQUS, where Mohr-Coulomb&nbsp;plasticity theory is also used to define concrete. We will compare the results from Detail with a real concrete model with an internal friction angle of 30°. Thus, we demonstrate the conservativeness of the approach in 3D CSFM.</p>\n<figure data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8d6859d-2d6f-4ac9-ab6c-1d1aa11c4d42/Tri-axial%20ABAQUS.png\" data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad ABAQUS model: a) Concrete mesh 2; b) Load definition; c) Principal stresses σc,3}}}\\]</em></p>\n<p>In ABAQUS, we created a model similar to the model in Detail. The definitions of material, boundary conditions, and loads are identical. On the other hand, the concrete mesh is simplified. The results for two calculations, one using <em>φ = 0°; c = 15 MPa and the second φ = 30°; c = 8.65 MPa</em>, are shown in the graph below as well as the comparison with other angles of internal friction <em>φ =&nbsp;</em>10°, 20°, 40°.</p>\n<figure data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d7b7d8b7-4c82-42de-bcb4-f3c0c8b93f48/Tri-axial%20ABAQUS%20comparison.png\" data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Comparison of 3D CSFM, an ABAQUS model with various angles of internal friction }}}\\]</em></p>\n<p>The graph shows the match between the 3D CSFM and ABAQUS models for <em>φ = 0°</em>. It is also clearly illustrated that the simplifications in the definition of the concrete material in 3D CSFM (the horizontal plastic branch of the stress-strain diagram and horizontal Mohr-Coulomb linear envelope), which lead to both better clarity and, more importantly, faster calculation, also lead, at least in terms of tri-axial stress, to conservative results.&nbsp;</p>\n<p>As a last point, it is worth mentioning that if we consider a hydrostatic stress higher than 20 MPa, the difference between models <em>φ = 0°</em> and other angles would be even greater.</p>\n<h2>Conclusion</h2>\n<p>It was shown and explained that the calculation in 3D CSFM is consistent with the assumptions reported in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>. This was verified by comparison with ABAQUS models and the conservatism of the 3D CSFM approach to the tri-axial stress phenomenon was demonstrated.</p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In this article, we present a unit test study aimed at verification 3D-CSFM of concrete anchor pull-out behavior through a direct comparison with experimental results<sup>[1]</sup>. The focus of our investigation lies in evaluating the predictive capabilities of numerical models in capturing the key aspects of anchor behavior, including failure modes, and ultimate capacity. Our study encompasses a diverse range of anchor diameters, from &nbsp;10mm up to 32mm reflecting the variability encountered in practical engineering scenarios. Allowing us to discern any diameter-dependent trends and assess the robustness of 3D-CSFM across different scales. It is noteworthy to mention that all simulations are conducted within 3D-CSFM, a method implemented in IDEA StatiCa Detail, utilizing default settings for all parameters.&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the 3D-CSFM's performance in modeling post-installed bonded anchors, we must consider two failure modes:<strong> pull-out</strong>, where the bond stress (τ<sub>b</sub>) is equal to design bond stress (τ<sub>bd</sub>), and <strong>yielding of the anchor itself,</strong> meaning limit <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">plastic strain</a> is reached.<br>\n</p>\n<figure data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/194daeb0-87cc-4fe3-9ee0-96b49558ec8d/Table%202.1%20failure%20modes%20N.png\" data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this study, Hilti HIT-RE500 - SD Injectable Mortar with Reinforcement (500B) anchors were modelled in IDEA StatiCa Detail and the results compared with the experimental data<sup>[1]</sup>.&nbsp;</p>\n<p>The dimensions of the concrete blocks and their reinforcement were carefully considered to mitigate any potential effect on pullout behavior, thus ensuring the validity of the experimental results<sup>[1]</sup>. One concrete block size was used for all anchor unit tests (1.0x1.0x0.5 m; WxDxH). The block is reinforced by bars of steel B 500B and diameter of 8-14 mm. 8 layers of bars around each surface (except for bottom surface, rebars are modeled as continuous through the bottom support) with distance layer of 135.0 mm. &nbsp;All safety factors prescribed by relevant building codes were rigorously adhered to, with a setting of 1.0 employed throughout the calculations. The size of the anchor hole compared to the diameter of the anchor itself was not explicitly considered in the calculation model.</p>\n<figure data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/52eccae5-c38d-4c38-af89-01f276369a6d/01_rebars.png\" data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1 Side view of a reinforced concrete block with glued in anchor}}}\\]</em></p>\n<figure data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0069a93-e7cd-4f0a-bbc4-2493b3d702ab/Concrete_block.png\" data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2 View of a reinforced concrete block with highligted anchor. Diameter of anchor equals to 16 mm }}}\\]</em></p>\n<p>The anchor bond strength, a critical parameter in anchorage design, was determined to be 15.4 MPa according to experiments consideration<sup>[1]</sup>, and 12.0 MPa for the second verifying model. Similarly, according to the experiment, the length of the anchor embedment in the concrete block was consistently determined. The additional 50 mm length of the anchor above the concrete block to which the axial tensile force was applied were considered in the model. In this test, anchors with a diameter of 10mm, 12mm, 16mm, 20mm, 25mm, 32mm were compared with experimental results. Experimental set ups summarized in Table 2.2.</p>\n<figure data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f3ccf8a-b9a2-4995-ac89-008aa7fb640d/experimental%20set%20up.png\" data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" alt=\"\"></figure>\n<p>Utilizing a 3D-CSFM Solid Block model, the analysis encompasses a comprehensive examination of various aspects including anchor pull-out characteristics, determination of critical load thresholds, and nuanced prediction of failure modes.&nbsp;</p>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchor used in the CSFM analysis are summarized in Table 2.2. The yield stress (\\(f_{yk}\\)) and the ultimate stress (\\(k \\times f_{yk}\\)) of the reinforcement, as well as the compressive strength (\\(f_{ck}\\)), plastic strain (\\(\\epsilon_{c2}\\)), and limit plastic strain (\\(\\epsilon_{cu2}\\)) of the concrete, were selected based on the conditions noted in the experiment remarks. The Bond Strength is also specified by the manufacturer in the provided prospectus.</p>\n<figure data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a9a5af3d-6615-4779-ba52-2c901ef58195/Table%202.3%20materials%20N.png\" data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3 Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B 500B, (b) Stress-strain diagram of concrete C30/37 }}}\\]</em></p>\n<h2>Comparison with experimental results&nbsp;</h2>\n<p>This section compares experimental results from the manufacturer with the ultimate loads and failure modes predicted by the 3D-CSFM. Six instances of ultimate pull-out load, corresponding to various anchor diameters, were matched against outcomes from the 3D-CSFM. Additionally, a specific failure mode was determined for each anchor diameter.</p>\n<h2>Failure modes and ultimate loads</h2>\n<p>Table 2.4 presents a comprehensive summary of the ultimate loads recorded in experimental tests (P<sub>u,exp</sub>) and those predicted by the 3D-CSFM (P<sub>u,3D-CSFM</sub>), along with the corresponding failure modes. Ratios exceeding one indicate that the model's predictions are conservatively higher than the measured values. As evidenced in Table 2.4, the primary failure modes predicted by all 3D-CSFM analyses are consistent with the experimental findings, although some discrepancies in specific failure subtypes are noted for larger diameters. The 3D-CSFM predictions are generally accurate, with slightly conservative tendencies indicated by ratios greater than 100% for the larger diameters.&nbsp;</p>\n<figure data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d25551c8-8718-45e4-92d4-bac6d6fd355c/Table%202.4%20resultsN.png\" data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" alt=\"\"></figure>\n<p>Additionally values of (\\(P_{u,bar}\\))&nbsp;and (\\(P_{u,bond}\\)) were calculated and added to the table.</p>\n<p>\\(P_{u,bar}=A_{bar}\\cdot k \\cdot f_{yk}\\)</p>\n<p>\\(P_{u,bond}=C_{bar}\\cdot l_{bar} \\cdot \\tau_{bd}\\)</p>\n<p>Where (\\(A_{bar}\\)) is an area of the anchor, (\\(C_{bar}\\)) is the circumference of the anchor, and (\\(l_{bar}\\)) is a length of the anchor in the concrete.</p>\n<p>It can be seen, from the values presented above, that the experiment is set to prove that the solver is able to <strong>correctly calculate combined Pull-out and YA failure mods</strong>.</p>\n<p>In addition, the same models with the bond strength of (\\(\\tau_{bd} = 12.0 MPa\\)) were calculated and compared with analytically determined values of (\\(P_{u,bond}\\)).</p>\n<figure data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/546261bc-f88e-4b6d-92c9-11f86583559a/Table%202.5%20resultsN.png\" data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" alt=\"\"></figure>\n<p>Figure 1.4 corroborates the outcomes indicated in Table 2.4 by showing that the full capacity of bond stress is achieved as well as limit strain, which consequently leads to the failure mode being identified as <strong>Pull-out and YA</strong>.</p>\n<figure data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f19bffb4-36cf-4f83-8f95-bd6788f5d1e4/07_bond%20stress%20a%20strain%20check_12%20mm.png\" data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4 Anchor 16 mm: Strain check value (left) and Bond stress (right) }}}\\]</em></p>\n<figure data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a481fc30-f5f0-436e-baba-f73fcda00ed6/03_Summary_Stress%20flow_32%20mm.png\" data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5 Anchor 32 mm: Stress flow view }}}\\]</em></p>\n<figure data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bbd6ca5b-68ef-41cd-abe9-b54f269efc05/04_Stress%20in%20the%20reinforcement_bar%2025%20mm.png\" data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6 Anchor 25 mm: Stress in the reinforcement }}}\\]</em></p>\n<figure data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bd58d6f-47fb-4d7c-9929-6357eb604c9e/05_Strain%20in%20the%20reinforcement_20%20mm.png\" data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7 Anchor 20 mm: Strain in the reinforcement }}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p><br>\nThe comparison between experimental data<sup>[1]</sup> and the beta version of the 3D-CSFM indicates a satisfactory correlation. Key insights from this preliminary evaluation include:</p>\n<ul>\n  <li>A strong correlation has been established for all anchors, evident in the failure modes observed in models and the values of ultimate loads.&nbsp;</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<h2>References&nbsp;</h2>\n<p>[1] - HILTI. Hilti HIT - RE500 - SD Injectable Mortar with Rebar (500B). HILTI CORPORATION. <a href=\"Https://www.hilti.com.hk/\" title=\"https://www.hilti.com.hk/\"><em>Https://www.hilti.com.hk/</em></a> [online]. 2016 [cit. 2024-04-22]. Available from: <a href=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf\" title=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/submittal-asset-doc-loc-8336225.pdf\">https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf</a></p>\n<p><br></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>This article presents a unit test for the 3D Compatible Stress Field Method (3D-CSFM) applied to cantilever beams with variations in length, reinforcement, and concrete grades. The 3D-CSFM enhances the established <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">2D-CSFM</a>, both integral to IDEA StatiCa Detail. Released in beta, the 3D-CSFM adheres to the foundational principles of its 2D predecessor. The assessment of the FEA model is currently being refined to ensure that the results accurately reflect the appropriate behavior. Comparison comes from a series of unit test that were conducted during the process of development and include results from 2D-CSFM and analytical norms from Eurocode 2: Design of concrete structures - Part 1-1, chapter 6.1. The 3D approach in IDEA StatiCa Detail &nbsp;features two primary classes of models: the \"wall element\" and the \"solid block.\" Both are further elaborated within the article, using standard settings in IDEA StatiCa Detail.<br>\n&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the performance of the 3D-CSFM in comparison to the 2D-CSFM and established analytical methods, we classify observed failure modes into three categories: Concrete crushing (C) and yielding of flexural reinforcement (R), or a combination of these two (CR). This classification allows for a structured comparison of failure mechanisms as predicted by different modeling approaches. Table 2.1 defines mentioned failure types by specifying material limit values. The models were specifically designed with robust shear reinforcement to exclude failure due to shear and focus solely on simple bending behavior.</p>\n<figure data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0720838b-3afd-4c1c-8fbe-493b84081581/Table%202.1.png\" data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In the tests, the loads were defined differently based on the model type: as a line load measuring 0.3 m at the end of the beam for the 2D-CSFM, the 3D-CSFM wall element, as a surface load (0.3 x 0.3 m) at the end of the beam for the 3D-CSFM solid block, and as point load in the analytical approach with a location corresponding to resultant force of the previous types.</p>\n<p>There are two types of setup in these sets: <strong>WC </strong>(Weak concrete) <strong>WR</strong> (Weak reinforcement).</p>\n<p>The flexural reinforcement in the models consisted of continuous reinforcing bars with a diameter of Ø = 20 mm. The WR (Weak Reinforcement) model utilized two reinforcement bars, while the WC (Weak Concrete) model included six. The shear reinforcement, made up of Ø = 10 mm stirrups spaced 100 mm apart, was deliberately designed to be robust, thereby precluding any shear failure mode. The shear reinforcement is consistent for all the models.</p>\n<p>The WC are of a concrete grade C16/20 featuring six reinforcement bars, and WR setups using concrete grade C40/50 with two reinforcement bars. The lengths of the test examples varied, measuring 1.0m, 2.5m, and 4.0m.</p>\n<p>Considering all the variations mentioned, this unit test resulted in six different models. These models are described in detail in Table 2.2.</p>\n<figure data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/510dc859-ebc9-4e7f-ba90-e8cd0c064585/Table%202.2%20unit%20test.png\" data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" alt=\"\"></figure>\n<figure data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5820b312-337f-4828-a871-938aa2412b5b/Cross_section_view_with_dimension%20_without_stirrups.png\" data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1\\qquad Cross-section set ups:&nbsp;(a) - WC, (b) - (WR)}}}\\]</em></p>\n<figure data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a770e52-890d-495d-952a-173c2a1baa8a/All_canilever_in_one.png\" data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2\\qquad Length set ups:&nbsp;(a) - 1.0 m, (b) - 2.5 m, (c) - 4.0 m}}}\\]</em></p>\n<h2>Material properties</h2>\n<p>The material properties of concrete and flexural reinforcement used in the&nbsp;<a data-item-id=\"eaab962d-ba44-4ee0-8fa7-45193c9f52b5\" href=\"\">CSFM</a>&nbsp;analysis are summarized in table 2.2<strong>.</strong> The yield stress (f<sub>yk</sub>) and the ultimate stress (k*f<sub>yk</sub>) of the reinforcement as well as the compressive strength (fck), plastic strain(ɛ<sub>c2</sub>) and limit plastic strain (ɛ<sub>cu2</sub>) of the concrete and were selected to clearly illustrate the behavior of the materials under stress.<em>&nbsp;</em></p>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B500N, (b) Stress-strain diagram of concrete C16/20 and C40/50&nbsp;}}}\\]</em></p>\n<figure data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1768bd9b-d9be-4e3c-920c-92695c031d8d/table%202.3_material%20properties_2.png\" data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" alt=\"\"></figure>\n<h2>Modelling with 3D-CSFM</h2>\n<p>In the IDEA StatiCa Detail application, there are model types: the 2D model type utilizes the established CSFM method, while the 3D model type features the newly developed beta version of the 3D-CSFM method. Within the 3D model type, users can choose between two classes of models: 3D Wall and Solid Block.&nbsp;</p>\n<ul>\n  <li>Each class of 3D models within IDEA StatiCa Detail utilizes a different mesher, specifically chosen and optimized for fast and stable calculations. The shape and size of the mesh elements are finely tuned to enhance the performance and accuracy of model computations.&nbsp;</li>\n  <li>Both 3D model classes in IDEA StatiCa Detail use tetrahedron elements for meshing. Specifically, the 3D wall class features mesh elements shaped in a ratio where one dimension is significantly smaller than the other two, effectively mirroring the shape of a wall. This design choice optimizes the mesh for accurate representation and analysis of wall-like structures. The model class \"Solid Block\" general size mesh elements, which are designed to provide a balanced approach to meshing that is suitable for a wide variety of solid geometries. This method ensures efficient and effective analysis across different scenarios.</li>\n  <li>The material of the 3D Wall model is designed as an orthotropic material. This means that the lateral shear stress is transferred by the concrete, accommodating the unique structural behaviors typical of wall elements.&nbsp;</li>\n  <li>To ensure optimal meshing for the 3D wall model class, tailored for wall structures, the mesh multiplier factor was adjusted to 0.7. This was crucial to match the number of elements with those in the Solid block model class, which was set up for the unit test using default settings.</li>\n</ul>\n<h4>Geometry</h4>\n<p>When defining the geometry of the tested specimen in the IDEA StatiCa Detail application (both 2D and 3D environment), the length was set as the variable length (1.0m, 2.5m, 4.0m) plus an additional 1.15 meters. On this additional length of 1.15 meters, supports were defined on top and bottom surfaces with rigid stiffness in all directions.</p>\n<h4>Loads</h4>\n<p>In the tests, the loads were defined differently based on the model type. In the 2D model type, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment on 3D Wall model class, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment for the solid block model class, the load was applied as a surface load measuring 0.3 x 0.3 m at the end of the beam. In the analytical approach, a point load was utilized, positioned to correspond with the resultant force derived from the other model types.</p>\n<figure data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/630701e4-9e3a-4cea-8b94-97519b401a04/Solid%20block%20WC%205%20m%20load.png\" data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4\\qquad Surface load on Specimen: 3D Solid Block WC 4.0}}}\\]</em></p>\n<h2>Calculated Critical Load&nbsp;</h2>\n<p>In the comparison figure 1.5 featuring six model variants distinguished by length and options of WC (weak concrete) and WR (weak reinforcement), the 3D methods generally exhibit a solid match. Notably, the 3D Wall model class's mesh factor was adjusted to 0.7 to equalize the number of elements across the model's height, making it comparable to the solid block general model. The 3D results are slightly higher than the 2D CSFM solutions, as expected due to the inclusion of triaxial stresses and simplifications in 2D CSFM. Analytical results align with 3D and 2D CSFM in most cases, except for higher values in short 1.0 m WC and WR scenarios, where shear interactions (concrete strut in compression) significantly impact but are overlooked analytically, explaining the lower values from 3D models. This is corroborated by 2D CSFM results.</p>\n<figure data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/870661e6-e17d-4c74-af56-6e6001ceb548/critical_load_chart.png\" data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5\\qquad Calculated Critical Load}}}\\]</em></p>\n<h2>Load-deformation response</h2>\n<p>The comparison of diagrams across the different methodologies reveals distinct behavior patterns for each. The 2D-CSFM is depicted with a black dotted line, the 3D-CSFM Wall model class with a red solid line, the 3D-CSFM Solid block model class with a blue dotted line, and the standard approach based on section check according to EN with an orange solid line. Displacement and forces were measured from the end of the cantilever.&nbsp;</p>\n<p>In the diagrams, the analytical results are represented by a constant line, indicating that only a single value for the bending resistance of the given specimen is obtained. This portrayal underscores the static nature of analytical results in contrast to the incremental approach for nonlinear solution.</p>\n<p>In Figure 1.6, there was a strong correlation between the results from the 3D-CSFM and the 2D-CSFM across all tests, aligning well within the range of available measurement data. The analytical approach, however, showed higher force values, anticipated due to its exclusion of shear resistance interaction, especially significant given the beam's 1.0 m length. This highlights the analytical method's limitations in fully capturing the comprehensive forces affecting the specimen.&nbsp;</p>\n<figure data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c59c4c0-8f1c-4043-992d-16b8ac9d8323/WC%201.0%20Chart.png\" data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6\\qquad Calculated Load-Deformation respond: (a) WR 1.0, (b) WC 1.0&nbsp;}}}\\]</em></p>\n<p>In Figure 1.7, which captures load-deformation responses for models with a length of 2.5 meters, all methods show a great match in results. Both 3D models align closely with the analytical results calculated by EN. Comparatively, the 3D method exhibits slightly higher values than the 2D CSFM solution, yet these differences remain within a tolerable margin.</p>\n<figure data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/96d9b437-92a2-4782-aec4-e57bed98a45e/chart%20wc%202.5m_1.2.png\" data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7\\qquad Calculated Load-Deformation respond: (a) WR 2.5, (b) WC 2.5}}}\\]</em></p>\n<p>In the final Figure 1.8, a good correlation is observed among the methods, with the 3D models displaying higher values than both benchmark results. These variances, however, remain within acceptable limits.</p>\n<figure data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/674b490f-3316-49f4-a4c5-9ade9016f9b9/WC%204.0%20Chart.png\" data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.8\\qquad Calculated Load-Deformation respond: (a) WR 4.0, (b) WC 4.0}}}\\]</em></p>\n<figure data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1db0002e-c422-4908-848d-91fb304e18b2/Table%202.4%20failure%20modes.png\" data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" alt=\"\"></figure>\n<figure data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9154f3e-bcff-4de3-8502-63e1e6cd8601/Comparasion_Detail_to_Capacity.png\" data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" alt=\"\"></figure>\n<figure data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63db0112-123a-4fe9-9a12-29e7c2d24b37/sigma_s_wr_5.png\" data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.9\\qquad Calculated value of reinforcement stress&nbsp;on WR 4.0 different model types:&nbsp;(a) 2D, (b) 3D - Solid Block, (c) 3D - Wall}}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p>Given the close alignment between the 3D-CSFM results and those from 2D-CSFM and analytical methods, several conclusions can be drawn:</p>\n<ul>\n  <li>The newly developed 3D-CSFM, although still in its beta version, is already demonstrating promising results.</li>\n  <li>In the load-deformation response and critical load evaluations, the 3D-CSFM shows a strong alignment with the analytical approach where shear effects are minimal. However, in scenarios where shear interactions significantly influence structural resistance, a decrease in resistance is observed. This is an expected outcome and validates that the solver is performing correctly.</li>\n  <li>In the analysis of a cantilever beam subjected to simple bending, both classes of 3D models—the Wall Element and Solid Block—exhibit similar behavior. This consistency underscores the robustness of the 3D-CSFM approach in modeling such structural scenarios.</li>\n</ul>"
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                    "value": "<h2>Introduction</h2>\n<p>The passive confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to confinement provided by surrounding materials, such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Mechanisms of passive confinement</strong>:\n    <ul>\n      <li><strong>Internal confinement</strong>: Achieved through transverse reinforcement such as ties, stirrups, or spirals within reinforced concrete. These reinforcements prevent the concrete from cracking and bulging outward.</li>\n      <li><strong>External confinement</strong>: Involves the use of external materials like fiber-reinforced polymer (FRP) wraps, steel jackets, or concrete jackets applied around the structural member. This method is often used for retrofitting and strengthening existing structures.</li>\n    </ul>\n  </li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Confinement is widely used in the design of columns, bridge piers, and other critical structural elements. It is also used in retrofitting and strengthening existing structures to improve their load-carrying capacity.</li>\n</ol>\n<p>In the following figure, you can observe how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff38065e-58f4-4de6-ae36-7f859e63e19f/Passive%20confinment%20model.png\" data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Stress-strain model proposed for monotonic loading of confined and unconfined concrete [2]}}}\\]</em></p>\n<h2>Columns subjected to high compressive loading&nbsp;– a passive confinement example</h2>\n<p>In this example, we compare several differently shaped columns subjected to high compressive loading with different topologies and reinforcement ratios, calculated in IDEA StatiCa Detail and calculated by different analytical approaches by Morger, et al. [1], which are given in several current standards –&nbsp;<em>fib</em> Model Code for Concrete Structures 2010 (MC 2010) [3], SIA 262:2013 Concrete Structures (SIA 262) [4], and Eurocode 2 - Design of concrete structures EN 1992-1-1:2023 (EC 2) [5].</p>\n<p>Before we get into the verification itself, let's recall the theoretical basics of 3D CSFM implemented in the application IDEA StatiCa Detail – <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h3>Analytical methods</h3>\n<p>The whole verification is based on the analytical approaches already mentioned in [1]. In this text, we will only give a basic description of the analytical methods of calculation including the relevant formulas. For a better understanding, we recommend studying the paper [1] in more detail.</p>\n<p>The load-bearing resistance of an RC member in compression can be obtained by summing up the three individual components with their associated cross-sectional areas: (i) the uniaxial concrete compressive strength of the entire concrete cross-section, (ii) the compressive strength of the longitudinal reinforcement, and (iii) the increase in concrete compressive strength due to a triaxial stress state provided by confining reinforcement:</p>\n<p>\\[N_{R}=\\underset{(i)}{\\underbrace{f_{c}\\cdot A_{c}}}+\\underset{(ii)}{\\underbrace{(f_{sy.l}-f_{c})\\cdot A_{s.l}}}+\\underset{(iii)}{\\underbrace{\\Delta f_{conf}\\cdot A_{conf}}}\\]</p>\n<p>where <em>f</em><em><sub>c</sub></em> = uniaxial concrete compressive strength, <em>A</em><em><sub>c</sub></em> = concrete cross-section area, <em>f</em><em><sub>sy,l</sub></em> and <em>A</em><em><sub>s,l</sub></em> = yield strength and total cross-sectional area of longitudinal reinforcement, <em>Δf</em><em><sub>conf</sub></em> = concrete compressive strength increase due to confinement, and <em>A</em><em><sub>conf</sub></em> = governing confined concrete area.</p>\n<p>In this article, the coordinate system of an RC member in compression is chosen such that the loading direction coincides with the x-axis, which is referred to as the longitudinal direction. The y and z-directions are, thus, referred to as lateral directions.</p>\n<figure data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6623bde0-2bef-429d-bdc7-8619c947b2a0/most%20important%20geometrical%20parameters.png\" data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Definition of most important geometrical parameters [1]}}}\\]</em></p>\n<p>The increase of the concrete compressive strength <em>Δf</em><em><sub>conf</sub></em> due to confinement is approximately four times the lateral compressive stress [6].</p>\n<p>\\[\\Delta f_{conf}=4\\cdot min(\\sigma_{confy},\\sigma_{confz})\\]</p>\n<p>Assuming yielding of the confining reinforcement and full dispersion of the confining forces, the confining stresses follow equilibrium as:</p>\n<p>\\[\\sigma_{confy}=\\frac{\\sum A_{s.confy}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csz}};\\sigma_{confz}=\\frac{\\sum A_{s.confz}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csy}}\\]</p>\n<p>Where <em>f</em><em><sub>sy.conf</sub></em> is the yield strength of confining reinforcement.</p>\n<p>The following sub-sections present the different existing approaches to determine the governing confined concrete area <em>A</em><em><sub>conf</sub></em> (and the corresponding effectiveness factor k) according to current design guidelines (EC 2, SIA 262, and MC 2010) and according to a new model approach for passive confinement presented in [1].</p>\n<h4>Design approaches according to design guidelines</h4>\n<p><strong>EC2 </strong>determines the governing confined concrete area <em>A</em><em><sub>conf,EC2</sub></em> based on arching action between the discretely distributed load introduction points of the confining reinforcement.</p>\n<p>\\[A_{conf.EC2}=\\underset{A}{\\underbrace{\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)}}\\cdot \\underset{B}{\\underbrace{\\left( \\frac{(b_{csy}\\cdot s_{x}/2)\\cdot(b_{csz}-s_{x}/2)}{b_{csy}\\cdot b_{csz}}\\right)}}\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>This equation, applicable to rectangular crosssections, is based on the work of Mander [2]. For more information and an understanding of parts A and B, refer to [1].</p>\n<figure data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/38782f2d-a9f4-4eb7-a10b-16a298b9d0bc/Confined%20concrete%20area%20according%20to%20EC2.png\" data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Definition of confined concrete area according to EC 2: (a) confined concrete area at the section of a confining }}}\\) \\( \\textsf{\\textit{\\footnotesize{reinforcement layer (e.g., x = sx/2), (b) and (c) longitudinal dispersion of confining forces, (d) governing confined concrete }}}\\) \\( \\textsf{\\textit{\\footnotesize{area at the center between two confining reinforcement layers (e.g., x=0, dotted lines indicating section from (a) as reference).}}}\\)</em></p>\n<p>It is worth mentioning that in EC2, the effectiveness factor of the confining reinforcement&nbsp;<em>k</em> is used to express the load-bearing resistance. Factor <em>k</em> is the ratio between the governing confined concrete area <em>A</em><em><sub>conf</sub></em> and the cross-sectional area Ac.</p>\n<p>\\[k=\\frac{A_{conf}}{A_{c}}\\]</p>\n<p>Using this factor, the load-bearing resistance <em>N</em><em><sub>R</sub></em> can be rewritten as:</p>\n<p>\\[N_{R}=\\left( f_{c}+k\\cdot \\Delta f_{conf}\\right)\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}\\]</p>\n<p>The effective factor is then defined as:</p>\n<p>\\[k=\\left(\\frac{b_{csy}\\cdot b_{csz}-\\frac{1}{6} \\sum b_{i}^{2}}{b_{cy}\\cdot b_{cz}}\\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>For the purposes of this article, however, we will stick to the load-bearing resistance <em>N</em><em><sub>R</sub></em> expression from the beginning of the chapter over the use of the governing confined concrete area <em>A</em><em><sub>conf</sub></em>.</p>\n<p><br></p>\n<p><strong>SIA 262</strong> defines the governing confined concrete area <em>A</em><em><sub>conf,SIA262</sub></em> based on the stress field illustrated in Figure 4, proposed by Sigrist [7].</p>\n<p>\\[A_{conf.SIA262}=(b_{csy}-s_{x})\\cdot (b_{csz}-s_{x})\\]</p>\n<figure data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/347a80eb-2fa9-45fb-905b-0467fd46546f/Confined%20concrete%20area%20according%20to%20SIA%20262.png\" data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Definition of the confined concrete area according to SIA 262: (a) stress field and (b) lateral section at the level&nbsp;}}}\\) \\( \\textsf{\\textit{\\footnotesize{of the confining reinforcement (e.g., x = sx/2).&nbsp;}}}\\)</em></p>\n<p><br></p>\n<p><strong>MC 2010</strong> defines the governing confined concrete area as a combination of the two models forming the basis of the EC 2 and SIA 262 formulation:</p>\n<p>\\[A_{conf.MC2010}=\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)\\cdot \\left( \\frac{(b_{csy}\\cdot s_{x})\\cdot(b_{csz}-s_{x})}{b_{csy}\\cdot b_{csz}}\\right)\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csz}} \\right)\\]</p>\n<p><br></p>\n<p><strong>The new model approach for passive confinement</strong> introduced in [1] defines the simplified confined concrete area <em>A</em><em><sub>conf,simp</sub></em> as a function of the confining reinforcement geometry and spacing.</p>\n<p>\\[A_{conf.simp}=\\left(b_{csy}-\\frac{\\sqrt{s_{x}^{2}+s_{z}^{2}}}{2}\\right)\\cdot \\left(b_{csz}-\\frac{\\sqrt{s_{x}^{2}+s_{y}^{2}}}{2}\\right)\\]</p>\n<h3>IDEA StatiCa Detail models</h3>\n<p>Models are of the solid block type with various plan dimensions <em>b</em><em><sub>cy</sub></em> x <em>b</em><em><sub>cz</sub></em>, height <em>h</em><em><sub>x</sub></em>, and stirrups distance <em>s</em><em><sub>x</sub></em> made of C30/37 concrete supported by rigid surface support in the X, Y, Z direction at the bottom surface. For the sake of the stability of the top concrete cover in the model, the top surface is also supported in horizontal directions by rigid support. Concrete cover <em>c</em> is 30 mm for all models. There are always four longitudinal rebars with the diameter <em>Φ</em><em><sub>s,l</sub></em><em> = 10 mm</em>. Stirrups, the confining reinforcement, and longitudinal bars are modeled from steel B500B. All calculations are in characteristic values.</p>\n<figure data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6056a8a4-94ea-43e1-974d-f85cd120b862/Passive%20confinement%20models.png\" data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad IDEA StatiCa Detail models a) 0.75 x 1.5 x 4.0; b) 1.0 x 1.0 x 4.0; c) 0.75 x 2.5 x 5.0; d) 2.0 x 2.0 x 6.0}}}\\]</em></p>\n<p>A load greater than the expected load capacity is always applied. The program then searches for the maximum possible applicable load so that one of the defined criteria is not exceeded. In this case, it is always the limit strain criterion of the stirrup reinforcement, which is a maximum of 5%, but due to the implemented Tension stiffening, the limiting value is usually lower. For more details, see <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>.&nbsp;</p>\n<p>In the following figure, it can be seen that the calculation of model 0.75 x 1.5 x 4.0 was stopped and a multiple of the applied load was found as the maximum load that the element can resist.</p>\n<figure data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/358337a5-e90c-487d-b844-b595f16be1f0/Passive%20confinement%20limit%20strain.png\" data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad IDEA StatiCa Detail – limit strain in reinforcement}}}\\]</em></p>\n<h3>Comparison of individual models</h3>\n<p>In the following tables and graphs, we present a comparison of all models created in the IDEA StatiCa Detail application and analytical approaches, including all intermediate results for one rectangular and one square model. However, there are auxiliary variables that need to be defined first.</p>\n<p><em>Φ</em><em><sub>s,l</sub></em> and <em>Φ</em><em><sub>s,conf</sub></em> are the diameters of longitudinal and confining reinforcement, <em>n</em><em><sub>y</sub></em> and <em>n</em><em><sub>z</sub></em> are the numbers of spaces <em>s</em><em><sub>y</sub></em> and <em>s</em><em><sub>z</sub></em> (meaning that the number of stirrup legs is <em>n+1</em>), <em>N</em><em><sub>R,uncf</sub></em> and <em>N</em><em><sub>R,conf</sub></em> are defined as follows:</p>\n<p>\\[N_{R,uncf}=f_{c}\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}; N_{R,conf}=\\Delta f_{conf}\\cdot A_{conf}\\]</p>\n<h4>Rectangular model a) 0.75 x 1.5 x 4.0</h4>\n<figure data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/03c627fb-abc9-460a-8076-320591572b40/0.75_1.5_4%20-%20intermidi.png\" data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" alt=\"\"></figure>\n<figure data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/abdce0f1-fc7d-4ee0-8e9e-ff7e68387e74/0.75_1.5_4%20-%20capacity.png\" data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" alt=\"\"></figure>\n<figure data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5975a9e8-2bfb-4d3d-82af-b7e0195c1cfc/0.75_1.5_4%20-%20ratios.png\" data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" alt=\"\"></figure>\n<figure data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0d6eed8-4316-4d91-a606-60b0d0a404f1/0.75_1.5_4%20-%20lbc.png\" data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ee09da0c_0ef6_0164_bae7_ba88270dd704\"></object>\n<h4>Square model b) 1.0 x 1.0 x 4.0</h4>\n<figure data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9043e607-1941-47ac-9832-5d5306eda1f0/1_1_4%20-%20intermidi.png\" data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" alt=\"\"></figure>\n<figure data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d08268c-6815-4628-84dc-361c064a4978/1_1_4%20-%20capacity.png\" data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" alt=\"\"></figure>\n<figure data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6dee50d-146e-4694-8aaa-1538379b1645/1_1_4%20-%20ratios.png\" data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" alt=\"\"></figure>\n<figure data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a5bbd9cb-0d03-41a0-9606-d1ca3265c9df/1_1_4%20-%20lbc.png\" data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3da22c56_c93b_0195_202d_02df21b941f6\"></object>\n<h4>Rectangular model c) 0.75 x 2.5 x 5.0</h4>\n<figure data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7dde6f32-d58c-4e19-8835-c0101e6c7e62/0.75_2_5%20-%20lbc.png\" data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n14a40d45_5e31_01fa_7d34_725af70e1e3f\"></object>\n<h4>Square model d) 2.0 x 2.0 x 6.0</h4>\n<figure data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/222fccb8-f601-41fe-b2aa-290ae7e5351c/2_2_6%20-%20lbc.png\" data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1bc8ae97_dcc3_0117_d9fb_2be2c6543497\"></object>\n<h2>Conclusion</h2>\n<p>Several conclusions can be drawn from the results presented above. In general, the 3D CSFM results have been shown to be quite conservative, especially for square models where the increase in load capacity due to the confinement is less than half in some examples. Good conformity, within 2% deviation, can be observed for rectangular models. Among the analytical methods investigated, the EC2 approach shows the best match in all models. This verification demonstrates that the use of 3D CSFM is safe from a passive confinement point of view and in accordance with the established methods of standards.</p>\n<h2>References</h2>\n<p>[1] MORGER, Fabian; KENEL, Albin a KAUFMANN, Walter. Passive confinement of reinforced concrete members revisited. Online.&nbsp;<em>Structural Concrete</em>. ISSN 1464-4177. <a href=\"https://doi.org/10.1002/suco.202400209\">https://doi.org/10.1002/suco.202400209</a>.</p>\n<p>[2] Mander JB, Priestley MJN, Park R. Observed stress-strain behavior of confined concrete. J Struct Eng. 1988;114:1827–49. <a href=\"https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)\">https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)</a></p>\n<p>[3] International Federation for Structural Concrete (fib). Model code for concrete structures 2010; 2013.</p>\n<p>[4] SIA. Swisscode SIA 262: concrete structures. Zurich, Switzerland: Swiss society of engineers and architects (SIA); 2013.</p>\n<p>[5] EN 1992-1-1:2023. Eurocode 2—Design of concrete structures—Part 1-1: General rules and rules for buildings, bridges and civil engineering structures; 2023.</p>\n<p>[6] Nielsen MP, Hoang LC. Limit analysis and concrete plasticity. 3rd ed. Boca Raton, FL: CRC Press; 2011. <a href=\"https://doi.org/10.1201/b10432\">https://doi.org/10.1201/b10432</a></p>\n<p>[7] Sigrist V. Zum Verformungsvermögen von Stahlbetonträgern [On the deformation capacity of structural concrete girders]. Doctoral Thesis. ETH Zürich; 1995. <a href=\"https://doi.org/10.3929/ethz-a-001492371\">https://doi.org/10.3929/ethz-a-001492371</a></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In the upcoming article, we aim to explore shear failure in beams with low amounts of stirrups. We will compare experimental data with the 3D-CSFM Solid Block model to analyze load-deformation responses and predict failure modes. This unit test includes three examples, each varying in the amount of reinforcement and dimensions of the beam. Additionally, this article extends the existing verification of the 2D CSFM[1], offering a more detailed examination of mesh variations and the number of examples. All CSFM based methods were conducted in IDEA StatiCa Detail application using mostly default settings. Further insights on this topic will be discussed later in the article.</p>\n<h2>Definition of failure modes</h2>\n<p>To facilitate the comparison of failure modes observed in the experiments with those predicted by the CSFM, the failure modes are categorized as either flexural (F) or shear (S). Although yielding of the reinforcement does not constitute a material failure per se, it is included as a part of the failure mode classification in conjunction with concrete crushing. This distinction is crucial for identifying concrete crushing failures that occur without reinforcement yielding—which are typically very brittle—from those that occur after the reinforcement has yielded, which can demonstrate a degree of deformation capacity.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.1\\qquad Definition of failure modes}}}\\]</em></p>\n<figure data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12ea1af8-8f18-4bfe-9bfa-b939452a7cf1/Failure%20modes.png\" data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this unit test all beams were supported as simple beams and loaded with a single mid-span force. Parameters as dimension reinforcement of the beam can be seen from Fig 2.1. This table includes information such as the diameter of the shear reinforcement (Ø<sub>t</sub>), spacing (s<sub>t</sub>), and the geometric reinforcement ratio (ρ<sub>t,geo</sub>). Additionally, details regarding the flexural reinforcement, including the number (n<sub>l</sub>) and diameter (Ø<sub>l</sub>) of the bars, as well as the geometry of the beams—effective depth (d), shear slenderness ratio (a/d), and width (b)—are presented. The test designated R 500m352, conducted by Huber in 2016[3], utilized specimens reinforced with one-leg hooks. In contrast, test specimens A1 and A3, which were part of an experiment performed by Vecchio and Shim in 2004[2], used two-leg closed stirrups for reinforcement.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.1\\qquad Dimensions and mode of Reinforcement: (a) R500m352, (b) A1, A3 }}}\\]</em></p>\n<figure data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/70aa47e6-ecf5-4b9c-9fd8-53134e2d0446/Reinforcement%20drawing%20scketch.png\" data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.2\\qquad Reinforcement Properties}}}\\]</em></p>\n<figure data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9530187-788b-4ad4-b3ba-e1cfb9174c6b/Reinforcement%20ammount%20properties.png\" data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" alt=\"\"></figure>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchors used in the CSFM analysis are detailed in Table 1.3. Most of the necessary material properties for input into the CSFM were stated in the reports of the given experiments. Values that were not explicitly stated and therefore assumed are marked in the table.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.3\\qquad Material Properties}}}\\]</em></p>\n<figure data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/59eb1c14-1305-4de5-b603-ad45bc2f4816/Material%20properties%20table%206.11.png\" data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.2\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement, (b) Stress-strain diagram of concrete}}}\\]</em></p>\n<h2>Modeling with 3D-CSFM</h2>\n<p>Material and reinforcement parameters utilized in both the 2D and 3D CSFM analyses were sourced from Table 1.2 and Table 1.3, respectively. In the 3D-CSFM, beams were modeled using the solid block model class in IDEA StatiCa Detail. Loading on the beams was applied at mid-span as a surface load over an area of 0.2 m by <em>b</em> (the width of the beam), with the resultant force acting in accordance with experimental data. The support conditions for the beams were modeled as simply supported, utilizing a surface support measuring 0.15 m by 0.30 m. This configuration was designed to replicate experimental setup conditions accurately and provide a realistic simulation of beam behavior under load.</p>\n<p>As previously stated, nearly all parameters, including the mesh size, are maintained as per the default settings in IDEA StatiCa Detail. However, a specific adjustment was made for the modeling of stirrups: the \"Pull-Out model\" was explicitly employed instead of the default \"Tension Chord model\". This model is automatically applied in the 2D-CSFM model under the Beam class for stirrups. The modification was implemented to ensure accurate calculation of stirrups in the 3D-CSFM Solid Block model type within the IDEA StatiCa Detail's <em>developer</em> mode. This adjustment is pivotal for aligning the simulation closely with the physical behaviors observed in experimental setups, particularly in how stirrups are subjected to loads in the models.</p>\n<p>Read more about the Tension Chord model and Pull-Out model in the <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Theoretical background</a><br>\n<br>\nAll partial factors in IDEA StatiCa Detail are set to value 1.0.&nbsp;</p>\n<figure data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3a844f90-c8a4-4621-aab9-a2227b27e7ca/Loads.png\" data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.3\\qquad Loads in IDEA StatiCa Detail: (a) 3D-CSFM: A1 - Vecchio and Shim (2004), (b) 2D-CSFM: R500m352 - Huber (2016)}}}\\]</em></p>\n<h2>Load deformation Response</h2>\n<p>The comparison between the numerical methods and the experimental data can be visualized in Figure 2.4. In this figure, the experimental data is represented by a black dashed line, while the 2D-CSFM is depicted with a blue solid line and the 3D-CSFM with a red solid line. The graphs demonstrate a strong correlation between the numerical methods and the experimental data, indicating that the simulations are effectively capturing the behavior observed in physical experiments. This alignment suggests that the numerical models are robust and provide a reliable basis for analyzing the structural response under tested conditions.</p>\n<figure data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0510583b-9193-40f4-8c43-decf1dec6e5c/load_deformation_respons.png\" data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" alt=\"\"></figure>\n<figure data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c3d23bd-24d9-4eaa-8fcc-e97efac3c08f/load_deformation_respons_a3.png\" data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.4\\qquad Load-Deformation Respons: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<p>The comparison of the critical load can be seen from Figure 2.5 and percentage of compliance from the Table 1.4. For all examples consistent alignment with experimental findings.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.5\\qquad Critical Load: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<figure data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/335a9b22-0c8c-4dc4-b090-3446d94b0040/critical_load.png\" data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.4\\qquad Critical Load comparison}}}\\]</em></p>\n<figure data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cc9573f-e235-4e42-8494-6a1b77eef872/percentual%20difference%20between%20CL.png\" data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.5\\qquad Critical Load and Failure mode type comparison}}}\\]</em></p>\n<figure data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b81c8859-f5a2-446b-865d-1350c9fee7f3/LOAD%20AND%20DEFORMATION.png\" data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" alt=\"\"></figure>\n<h2>Conclusion&nbsp;</h2>\n<p>In the unit test, a comparison is made between the experimental behavior and the CSFM simulations, both in 2D and 3D, of a beam with a low amount of reinforcement. Key insights from the article include:</p>\n<ul>\n  <li>Both the 2D and 3D CSFM simulations closely match the experimental data, demonstrating their capability to accurately predict the structural behavior of beams with minimal reinforcement.</li>\n  <li>The use of solid block modeling in 3D and the equivalent 2D modeling techniques are effective in representing the actual conditions of the beams under load, as validated by the strong correlation with experimental results.</li>\n  <li>The results of the load-deformation response, critical load comparison, and failure mode prediction show a strong agreement with experimental outcomes. This strong alignment underscores the effectiveness and accuracy of the CSFM simulations in modeling the actual behavior of beams under various loading conditions.</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<figure data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d365fafa-2e8b-44aa-9ab3-295954954b39/r500m352%20results%20summary.png\" data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.6\\qquad Stress field results R500m352}}}\\]</em></p>\n<h2>References&nbsp;</h2>\n<p>[1] - Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p>[2] - Vecchio, F.J., and W. Shim. 2004. “Experimental and Analytical Reexamination of Classic Concrete Beam Tests.” Journal of Structural Engineering 130 (3): 460–69.</p>\n<p>[3] -&nbsp;Huber, P. 2016. “Beurteilung der Querkrafttragfähigkeit bestehender Stahlbeton- und Spannbetonbrücken.” PhD thesis, Wien: TU Wien, Faculty of Civil Engineering.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                    "value": "This article aims to verify and validate the performance of in situ bonded anchors with different embedded lengths and compare their performance with relevant standards such as EN 1992-1-1 and the CEB-FIB model code. The main variables that have been examined are the maximal force and failure modes."
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                    "value": "<h2>Introduction</h2>\n<p>Load capacity of anchors bonded in concrete is dependent on many factors. Concrete and anchor material strength and bond between anchor and concrete are crucial material parameters that determine the anchor behavior. Other factor, not of less importance, is the anchor (and possibly whole foundation block) geometry. Length of anchor and presence of other reinforcement plays also an important role in anchor performance.</p>\n<p>The purpose of this article is to verify and validate CFSM based calculation of anchors bonded in reinforced concrete. Various anchor length is chosen according to available literature data [1] for validation. Verification of the presented approach is based on (I) comparison with other well-established software for numerical simulations of material behavior and (II) compliance with standard design codes.&nbsp;</p>\n<h2>Experiment description</h2>\n<p>The experimental campaign [1] involves testing full-size anchors bonded in a concrete block. The rods are made of ribbed bar (FeE500B) and are 20 mm in diameter. For the ribbed bar, the steel yield strength is 585 MPa, the ultimate strength is 700 MPa, the ultimate strain at failure is 16%, and the elastic modulus is 210 GPa. Three different depths (100, 150, 200 mm) are being tested to observe bond, concrete cone, or rod failure. The anchors are cast in a reinforced concrete block (2250x1850x600 mm) to prevent splitting failure and edge effects. The EDF(Electricity of France)-recommended minimum reinforcement is installed, consisting of one layer of 20 and 25 mm diameter ribbed bars in both directions on the upper and lower parts of the block.</p>\n<p>Additionally, some 12 mm diameter stirrups are installed to support the two layers of reinforcement. The reinforcement rate is 0.64%. The concrete grade used is C40/50. The concrete block is secured using two metal sections connected to the test slab with four prestressing bars. No confining pressure is applied around the anchorage. The hydraulic jack is fixed to the anchorage by two symmetrical rods. The quasi-static tensile loading is displacement-controlled with a loading rate of 1 mm/min, and the load is applied until the anchor fails.&nbsp;</p>\n<figure data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bed29f4e-6668-4ca4-86ae-b73971bc6a1a/01.png\" data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" alt=\"\"></figure>\n<p><em>1) Pull out test setup - coming from article: Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths - Fabien Delhomme, Thierry Roure ,Benjamin Arrieta, Ali Limam</em></p>\n<figure data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0476497e-3f50-471c-9816-a328f41dd074/02.png\" data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" alt=\"\"></figure>\n<p><em>2) Reinforcements and anchor layout</em></p>\n<h2>3D CSFM -Compatible Stress Field Method</h2>\n<h3>Theory&nbsp;</h3>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;Mohr-Coulomb&nbsp;plasticity theory for monotonic loading. The method&nbsp;examines concrete behavior in terms of principal stresses, while neglecting the concrete tensile strength. The effect of concrete tension is only taken into account in Tension stiffening of steel rebars.<br>\nThe reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM&nbsp;is not suitable for simulating plain concrete&nbsp;due to the absence of tension, which may result in misleading deformation and model divergence. <br>\nGenerally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle&nbsp;<em>φ</em>&nbsp;and cohesion parameter&nbsp;<em>c</em>.&nbsp;3D CSFM assumes a zero angle of internal friction, leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant. More can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Theoretical Background</strong></a><strong> </strong>[2].</p>\n<h3>Model assembly</h3>\n<p>The FEA model is constructed using concrete tetrahedral elements of higher order, with embedded 1D rod representing reinforcements interconnected via MPC( Multi-Point-Constraints) and bond elements to allow slip. The reinforcement bars are split into two surface layers with a cover of 60 mm and shear links (see Fig. 2). The model utilizes surface support with restricted X, Y, Z degrees of freedom over a width of 200 mm. Casted anchors are positioned in the middle of the testing specimen, and the length of the anchor varies from 100-200 mm to test all possible failure modes.</p>\n<figure data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b1fe644-ce49-46f0-8ad6-bd895d4a83f4/04.png\" data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" alt=\"\"></figure>\n<p><em>3) Model assembly</em></p>\n<h3>Anchor model</h3>\n<p>The anchor is modeled using a ROD element that can only transfer compression and tension. The important aspect is the bond model and how the anchor is connected to the surrounding concrete to ensure the flow of forces and stress during an interaction between the concrete, anchor, and reinforcements. The connection has a specific linear shear stiffness G<sub>b</sub>, which depends on the modulus of elasticity of concrete E<sub>cm</sub> and the diameter of the anchor. More about the bond model can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a> [2].</p>\n<figure data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f22d2a3-3f60-40ee-b28d-24bd2439a719/03.png\" data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" alt=\"\"></figure>\n<p><em>4) Bond model and MPC</em></p>\n<h2>Design standards</h2>\n<h3>CEB-FIB mode code 2020</h3>\n<p>The engineers have the support in the code and valid standards. This statement evokes the impulse to compare the experimental solution with code - solutions to verify the safety of current standards and codes. The concrete properties C40/50 have been taken from code properties. Material properties for reinforcement bars and anchors were experimentally tested and the data were provided. We have verified the solution for unconfined concrete and the subcategory of good/other bond conditions. The CEB-FIB mode code [3] provides a clear definition of how the bond works. The inputs have been used for numerical simulation of anchor in ABAQUS [4].&nbsp;</p>\n<figure data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ceffed56-48bf-4482-81b0-c17fd1ed0a14/05.png\" data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" alt=\"\"></figure>\n<p><em>4) CEB-FIB mode code 2020 - Bond model</em></p>\n<h3>Eurocode 1992-1-1</h3>\n<p>The Eurocode 1992-1-1 [5] assumption has been used as a prerequisite for <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>. The rigidly-plastic model with a characteristic and experimental calculated bond model has been used for simulation and comparison with an experimental solution.&nbsp;</p>\n<figure data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e19364e8-9cdf-44a0-902f-f9c8fd581f01/06.png\" data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" alt=\"\"></figure>\n<p><em>5) Eurocode 1992-1-1 and 3D CSFM - Bond model</em></p>\n<h2>Eurocode 1992-4</h2>\n<p>The characteristic values have also been compared with Eurocode 1992-4 [6], which is implemented in <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">IDEA StatiCa Connection</a>. This provides insight into how the reinforcement in the concrete block affects the local behavior of the anchor. It allows checking for effects such as anchor failure in tension and concrete cone breakout.</p>\n<figure data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56e0ddb4-bec2-4b4d-a27f-1f99e44effcc/07.png\" data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" alt=\"\"></figure>\n<p><em>6) a) Rod failure in tension; b) Concrete cone breakout</em></p>\n<h2>ABAQUS - Concrete Damage Plasticity</h2>\n<h3>Assumptions</h3>\n<p><a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">Concrete Damage Plasticity</a>&nbsp;(hereafter CDP) is based on the Drucker-Prager plasticity condition [7]. This model is suitable for materials with internal friction, such as soils or concrete. The tensile strength is significantly lower than the compressive strength and the hydrostatic part of the stress tensor plays a role in the evolution of the plasticity surface. Under general stress, the plasticity condition has the surface of a rotating cone. The material model for compressive and tensile stresses also considers post-critical behavior, which is controlled by the so-called damage parameters, taking values from zero (undamaged) to one (for near-zero stiffness of concrete in compression or tension in the post-critical condition). The larger the damage parameter number, the more the element is violated and does not contribute to the stiffness contribution.</p>\n<h3>Material models</h3>\n<p>The uniaxial material model in compression and tension for concrete is based on Thorenfeldt's theory [8]. All inputs are characteristic values that follow the reliability approach of EN 1992-1-1 [5]. The parameters for material model of reinforcement and anchor are taken from chapter \" Experimental description,\" with linear hardening considered in the plastic branch of the diagram.&nbsp;</p>\n<h3>FEA elements</h3>\n<p>The C3D8, or hexa-element with a linear basis function and eight integration points, was used for the FEM model of concrete. The concrete and reinforcement comprise T3D2 elements that transmit only axial effects. The interaction between the reinforcement and the concrete is provided by MPC constraints on which tension-stiffening is taken into account, which covers, to some extent, the cohesion model or dowel effect.&nbsp;</p>\n<h3>Model assembly</h3>\n<p>The FEA model is designed with symmetry boundary conditions to minimize computation costs and improve the efficiency and speed of the solution. It's important to note that due to the reduced model, the forces on the anchor will reach one-quarter of the maximum force. The mesh has been uniformly distributed using a bias ratio, which consistently decreases the mesh size of the concrete towards the anchor location. The mesh size for concrete is in range ( 5 - 100 mm). Local mesh seeding helps with a gradient of the stresses close to the anchor and more precise results.&nbsp;</p>\n<figure data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb507258-c29b-4abc-bd7c-965939bfcdfe/08.png\" data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" alt=\"\"></figure>\n<p><em>7) Model assembly</em></p>\n<h3>Anchor</h3>\n<p>The anchor is modeled using 3D volume elements. Contact cohesive behavior has been used to model the bond between the concrete and the anchor. The surface interaction enables delamination based on the linear elastic traction-separation law before damage occurs. Hard contact has been used in compression and frictionless behavior in tangential movements. Cohesive behavior in the normal and shear directions has been introduced using volumetric stiffness and damage parameters to represent post-critical behavior. The initiation of post-critical behavior is expressed by maximal bond stress in the normal and shear directions and fracture energy with linear or exponential softening [7].</p>\n<figure data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8c810bb1-8a44-4b29-88f8-d9533f343f91/09.png\" data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" alt=\"\"></figure>\n<p><em>8) Cohesive contact</em></p>\n<h2>Results - Anchor 100 mm</h2>\n<figure data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/804d7639-a2a4-47f2-b8b0-6d2cc5999848/10.png\" data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" alt=\"\"></figure>\n<figure data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61567b62-8af3-439c-b8b1-4a20da9bd210/11.png\" data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" alt=\"\"></figure>\n<p><em>9) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cec61f81-adfb-4c88-bc1e-99e1099f4ede/12.png\" data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" alt=\"\"></figure>\n<p><em>10) Maximal force and utilization versus experiment for anchor 100 mm</em></p>\n<figure data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bd9635c8-63d2-42c8-8d6b-348378f45c67/13.png\" data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" alt=\"\"></figure>\n<p><em>11) Load deformation curve - T103-100 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0d8648d-88fc-4b5f-94ab-eba6ce276ed1/14.png\" data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" alt=\"\"></figure>\n<p><em>12) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 150 mm</h2>\n<figure data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b52615a4-f2bf-4f06-9753-8a8269cc93d6/15.png\" data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" alt=\"\"></figure>\n<figure data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd13fb04-aec5-485e-bca7-c6314e2742df/16.png\" data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" alt=\"\"></figure>\n<p><em>12) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8e058ce-8c24-49f9-8871-73534be84f69/17.png\" data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" alt=\"\"></figure>\n<p><em>13) Maximal force and utilization versus experiment for anchor 150 mm</em></p>\n<figure data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7da761ce-c9a4-4134-b706-8360175152b6/18.png\" data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" alt=\"\"></figure>\n<p><em>14) Load deformation curve - T103-150 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3812fab2-6857-4a01-9a22-a735de4a447f/19.png\" data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" alt=\"\"></figure>\n<p><em>15) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 200 mm</h2>\n<figure data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b31adf4a-cd86-4e05-bf27-bdb4eabf3e9d/20.png\" data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\" alt=\"\"></figure>\n<figure data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/345ce74d-6b1f-4caa-95c8-8e3805edddec/21.png\" data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" alt=\"\"></figure>\n<p><em>16) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0fbdeb33-1c2b-48f9-a3d7-cdb7d77557e4/22.png\" data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\" alt=\"\"></figure>\n<p><em>17) Maximal force and utilization versus experiment for anchor 200 mm</em></p>\n<figure data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8a3f8fee-48f7-47aa-9a14-d54adfbafafb/23.png\" data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" alt=\"\"></figure>\n<p><em>18) Load deformation curve - T103-200 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a7380fbf-4d0a-4a3a-815f-2adf2e2ba902/24.png\" data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" alt=\"\"></figure>\n<p><em>19) Load deformation curve - T103-200 characteristic code data comparison&nbsp;</em></p>\n<h2>Conclusion</h2>\n<p>The experimental campaign successfully investigated the behavior of full-size anchors bonded in a reinforced concrete block, using a comprehensive approach that integrated both experimental testing and numerical modeling. By varying the embedment depths of the anchors (100, 150, 200 mm), the study was able to observe different failure modes, including bond failure, concrete cone breakout, and rod failure. The results were rigorously compared with predictions from the CEB-FIB model code and Eurocodes, validating the safety and reliability of current design standards for such anchorage systems.</p>\n<p>The use of advanced modeling techniques, such as 3D CSFM and ABAQUS simulations with Concrete Damage Plasticity, provided deeper insights into the interaction between the concrete and reinforcement, as well as the bond behavior under quasi-static tensile loading. The findings confirmed the effectiveness of the proposed methods in predicting anchor performance, emphasizing the importance of accurate material modeling and appropriate boundary conditions in such simulations.</p>\n<p>The comparison between the actual behavior observed during the experiment and the numerical solution derived using 3D CSFM and ABAQUS shows an approximate 85% correlation. It can be concluded that no numerical solution exceeds the experimental data and maintains a 15% margin of error compared to the experiment, which is considered acceptable from an engineering perspective. The important aspect is also the failure modes which are fitting, except for the anchor length of 200 mm where in 3D CSFM, a combined mode of concrete cone and pull-out occurred before the steel rod failure. This is because, in this case, the peak loads corresponding to these two failure modes are very close.</p>\n<p>The results obtained from CEB-FIB mode code 2020 and Eurocode 1992-1-1 match the experimental results within the range of 30-40%. This indicates that the approach used in the code ensures safety. It's important to note that the values obtained are characteristic values, not design values, so the actual design strength is even lower.</p>\n<p><strong>The findings of the report should convey to the engineers that the 3D CSFM method yields safe outcomes in compliance with Eurocode 1992-1-1[5], and results in a conservative design that is integrated within the code itself.</strong></p>\n<p>Overall, this study contributes valuable data for improving anchorage design practices, offering evidence that can be used to refine existing codes and ensure that safety margins are adequately maintained in real-world applications. The experimental results, combined with theoretical and numerical analyses, provide a robust framework for understanding the complex interactions in anchored systems, ultimately leading to safe and efficient structural designs.</p>\n<h3>References</h3>\n<p>[1]Delhomme, F. &amp; Roure, Thierry &amp; Arrieta, Benjamin &amp; Limam, Ali. (2015). Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths. Materials and Structures. 49. 10.1617/s11527-015-0616-4.&nbsp;</p>\n<p>[2] \"IDEA StatiCa Detail – Structural Design of Concrete 3D Discontinuities (BETA).\" <em>IDEA StatiCa Support Center</em>, 2023. <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta\">https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta</a></p>\n<p>[3]<strong>International Federation for Structural Concrete (fib).</strong> <em>fib Model Code 2020 for Concrete Structures</em>. Berlin: Ernst &amp; Sohn, 2021.</p>\n<p>[4] ABAQUS Standard User's Manual, Version 6.6*. Washington University in St. Louis, 2006. [<a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm](https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm).\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm]</a></p>\n<p>[5] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-1-1:2004: Eurocode 2 – Design of Concrete Structures – Part 1-1: General Rules and Rules for Buildings</em>. December 2004. <a href=\"https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf\">https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf</a>.</p>\n<p>[6] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-4:2018: Eurocode 2 – Design of Concrete Structures – Part 4: Design of Fastenings for Use in Concrete</em>. Brussels: CEN, April 2018</p>\n<p>[7]<strong>ABAQUS, Inc.</strong> <em>ABAQUS User Subroutines Reference Manual, Version 6.6</em>. Washington University in St. Louis, 2006. <a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html</a>.</p>\n<p>[8] Massone, L. M.; et al. Shear-Flexure Interaction for Structural Walls, 2006. ResearchGate.&nbsp;<a href=\"https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls\">https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls</a>&nbsp;(accessed Jan 01, 2006).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2a28a4d6_9d45_0195_3fa3_bf8595bc294b\"></object>"
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    "value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n  <li>Members</li>\n  <li>Supports</li>\n  <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n  <li>Whole surface</li>\n  <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff.&nbsp;</p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only.&nbsp;</p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p>&nbsp;The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses.&nbsp;</p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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                    "value": "<p>In practice, engineers may encounter different types of finite elements (from simple 1D bar elements to more complicated 3D brick elements) that are used in a variety of applications for the analysis and design of structural elements. A common feature of most of the computations in practice tends to be the linear behavior of the models, the advantages of which are undoubtedly speed, clarity, and simply the fact that for a large variety of problems, this solution is quite sufficient.</p>\n<p>Especially in the world of concrete structures, it often happens that the linear approach is not sufficient simply because after the first cracks appear in the loaded element, the stresses are redistributed and the problem becomes significantly non-linear.</p>\n<p>For these cases, it is necessary to choose one of the more sophisticated approaches. For 1D cases, analytical methods defined directly in codes can often be found. For example, popular Strut and Tie models can be built for 2D planar elements and discontinuity regions (D-regions), or the more sophisticated stress field method implemented in IDEA StatiCa Detail, CSFM, can be used.</p>\n<p>However, if the engineer encounters a problem that cannot be simplified into planar behavior, the options are very limited. Of course, a 3D Strut and Tie model can be built or semi-scientific software can be used for accurate analysis. These procedures are often time-consuming, not code-compliant, and require an engineer knowledgeable in advanced modeling methods.</p>\n<p>For this reason, IDEA StatiCa has developed and implemented the 3D CSFM (Compatible Stress Field Method) in the Detail application. 3D CSFM extends the established CSFM into a third dimension, offering a fast and code-compliant solution that is primarily applicable to the everyday engineer, giving them a unique new ability to safely tackle the complex details of concrete structures.</p>"
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                    "value": "<p>3D CSFM defines the concrete behavior based on the<strong> Modified Mohr-Coulomb</strong> plasticity theory for monotonic loading. The method <strong>considers principal concrete stresses in compression and reinforcement stresses (σ</strong><em><strong><sub>sr</sub></strong></em><strong>) at the cracks while neglecting the concrete tensile strength (tension cut-off), except for its stiffening effect on the reinforcement (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>Tension stiffening</strong></a><strong>).</strong></p>\n<p><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>1</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>2</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>3</sub></strong><em><strong><sub>r</sub></strong></em><em><strong> ≤ 0 MPa</strong></em></p>\n<p>The reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM <strong>is not suitable for simulating plain concrete</strong> due to the absence of tension, which may result in misleading deformation and model divergence. Generally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle <em>φ</em> and cohesion parameter <em>c</em>. <strong>3D CSFM assumes a zero angle of internal friction </strong>(Fig. 1e), leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Basic assumptions of the 3D CSFM: (a) principal stresses in concrete; (b) stresses in the reinforcement direction;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) stress-strain diagram of concrete in terms of maximum stresses; (d) stress-strain diagram of reinforcement}}}\\) \\( \\textsf{\\textit{\\footnotesize{in terms of stresses at cracks and average strains; (e) Mohr's circles for concrete model in 3D CSFM; (f) bond shear stress-slip}}}\\) \\( \\textsf{\\textit{\\footnotesize{relationship for anchorage length verifications.}}}\\)</em></p>\n<h4>Concrete&nbsp;</h4>\n<p>The presented material model is a multisurface plasticity model given by the combination of the Mohr-Coulomb and Rankine models for monotonic loading. It’s important to note that this model does not address unloading, therefore, state variables are not stored, as they would be in classical plasticity models used for cyclic loading.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>As already mentioned, the material model is intended for use in applications that calculate the response of reinforced concrete (not suitable for plain concrete). This is due to the exclusion of concrete in tension. Therefore, the model is not even suitable for structural elements where the design rules for reinforced concrete such as minimum reinforcement ratio, maximum bar spacing, etc., are not fulfilled. It should also be added that, for numerical stability reasons, a very small tensile capacity is defined in the model. The tensile part is restricted by planes corresponding to the Rankine model.</p>\n<p>3D CSFM in&nbsp;<em>IDEA StatiCa Detail</em>&nbsp;does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., it considers an infinitely plastic branch after the peak stress is reached). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the&nbsp;𝜂<sub>𝑓𝑐</sub>&nbsp;reduction factor defined in&nbsp;<em>fib</em>&nbsp;Model Code 2010 as follows:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>c</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<p>The <em>f</em><em><sub>c,red</sub></em> is then compared with the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> in concrete, which will be defined further, of course, with consideration of all safety factors prescribed by code.</p>\n<p>A detailed description of the concrete model can be found at the following link:</p>\n<ul>\n  <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Concrete Material Model for 3D Detail</strong></a></li>\n</ul>\n<h4>Reinforcement</h4>\n<p>The bilinear stress-strain diagram for reinforcement bars, as defined by design codes (Fig. 1d), represents an idealized model. This model necessitates knowledge of the basic properties of the reinforcement during the design phase, specifically the strength and ductility class. Alternatively, users have the option to define a customized stress-strain relationship.</p>\n<p>Tension stiffening is considered by modifying the stress-strain relationship of the bare reinforcing bar to capture the average stiffness of the bars embedded in the concrete (ε<sub>m</sub>) (Fig 1b).</p>\n<h4>Anchorage</h4>\n<p>Bond-slip between reinforcement and concrete is introduced in the finite element model by considering the simplified rigid-perfectly plastic constitutive relationship presented in (Fig. 1f), with&nbsp;<em>f</em><em><sub>bd</sub></em>&nbsp;being the design value (factored value) of the ultimate bond stress specified by the design code for the specific bond conditions.</p>\n<p>This is a simplified model with the sole purpose of verifying bond prescriptions according to design codes (i.e., anchorage of reinforcement). The reduction of the anchorage length when using hooks, loops, and similar bar shapes can be considered by defining a certain capacity at the end of the reinforcement, as will be described further.</p>\n<h4>Anchors</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces, as well as shear forces, considering the bending stiffness.&nbsp;</p>\n<p>The following types of anchors are available:</p>\n<ul>\n  <li>Cast-in-place anchors\n    <ul>\n      <li>Reinforcement</li>\n      <li>Washer plate</li>\n      <li>Headed stud</li>\n    </ul>\n  </li>\n  <li>Cast-in-place reinforcement\n    <ul>\n      <li>Reinforcement</li>\n      <li>Threaded rods</li>\n    </ul>\n  </li>\n</ul>\n<p><br></p>\n<p><strong>Cast-in-place - Reinforcement</strong></p>\n<p>Modeled as ribbed reinforcement embedded in concrete. Bond strength is calculated according to selected code rules in the same way as for standard reinforcement. At the anchor end, an <strong>Anchorage type</strong> can be defined, working identically to reinforcement - an anchorage spring is applied with the β-factor set according to the chosen code. Three geometric shapes are available: <strong>Straight, L-shape, U-shape</strong>.</p>\n<figure data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b7dc2b3e-f3e4-4741-8826-118ea9a6372a/Cast-in-reinforcement%20shapes.png\" data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Cast-in reinforcement anchor - shapes}}}\\]</em></p>\n<p><strong>Cast-in-place - Washer plate and Headed stud</strong></p>\n<p>The washer plate and the head of the headed stud are modeled as a plate-shell element from the corresponding material attached directly to the anchor shank. It transfers load to the concrete through compression-only contact. Available shapes: circular and square (only circular for headed stud), with customizable dimensions. The washer plate and head model is elastic and is not checked for resistance.&nbsp;</p>\n<p>At the finite element model level, the <strong>pull-out</strong> of the anchor is directly checked. The compression contact has stop criteria set so that it is not able to transfer greater contact stress to the concrete than prescribed by the selected standard. In practical terms, this means that if the anchor were to be loaded with a force that does not comply with the pull-out assessment, the result would be premature termination of the calculation because this stop criterion would be exceeded during further loading.</p>\n<p>The anchor shank has <strong>zero bond strength</strong> – all load is transferred to the concrete through the plate or head into the concrete.</p>\n<p><strong>Post-installed - Reinforcement and Threaded rod</strong></p>\n<p>Designed as bars installed into drilled holes and bonded with adhesive. The engineer specifies the <strong>design bond strength</strong> directly from the technical specification of the adhesive product.</p>\n<p>More information about connecting individual anchor types to the base plate or cast-in plate can be found in the chapter Finite elements types - <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#load-transfer-devices\" title=\"Load transferring devices\">Load transferring devices</a>.&nbsp;</p>"
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                    "value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory&nbsp;is a&nbsp;mathematical model&nbsp;describing the response of<strong> </strong>brittle materials, to&nbsp;shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the&nbsp;compressive strength&nbsp;far exceeds the&nbsp;tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In&nbsp;structural engineering,&nbsp;it is used to determine failure load as well as the angle of&nbsp;fracture&nbsp;for displacement of fracture surface in concrete and similar materials.&nbsp;Coulomb's&nbsp;friction&nbsp;hypothesis is used to determine the combination of shear and&nbsp;normal stress&nbsp;that will cause a fracture of the material.&nbsp;Mohr's circle&nbsp;is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the&nbsp;principle of normality,&nbsp;the stress introduced at failure will be perpendicular to the line describing the fracture condition.&nbsp;</p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the&nbsp;angle of friction. This makes the strength of the material determinable by comparing the external&nbsp;mechanical work&nbsp;introduced by the displacement and the external load with the internal mechanical work introduced by the&nbsp;strain&nbsp;and stress at the line of failure. By&nbsp;conservation of energy,&nbsp;the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 6.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 7.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 6, where the real angle of internal friction is used, and Figure 7, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way.&nbsp;</p>\n<p>\\[\\kappa = &nbsp;&nbsp;\\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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                    "value": "<p>The non-linear (inelastic) finite element analysis model is created by several types of finite elements used to model concrete, reinforcement, and the bond between them. Concrete and reinforcement elements are first meshed independently and then interconnected using multi-point constraints (MPC elements). This allows the reinforcement to occupy any position not limited to nodes of tetrahedral mesh. To verify anchorage length, bond, and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC and bond elements}}}\\]</em></p>\n<h4>Concrete</h4>\n<p>Concrete is analyzed using <strong>mixed tetrahedral elements with nodal rotations</strong>. The tetrahedral elements allow us to mesh regions of any topology while the implemented formulation guarantees accurate deformation results (without spurious shear stress known as the shear lock effect) even for the coarse mesh which would not be suitable for linear tetrahedral elements formulation.&nbsp;</p>\n<p>Full integration is utilized. It means that each element is equipped with four integration points situated within the volume. Such an integration yields a precise strain and stress field, allowing for sufficient evaluation and presentation of the results across the whole volume. Subsequently, the stop criteria are established based on the value in the integration point.</p>\n<h4>Reinforcement</h4>\n<p>Rebars are modeled by two-node 1D “rod” elements (CROD), which only have axial stiffness. These elements are connected to special “bond” elements that were developed in order to model the slip behavior between a reinforcing bar and the surrounding concrete. These bond elements are subsequently connected by MPC (multi-point constraint) elements to the mesh representing the concrete. This approach allows the independent meshing of reinforcement and concrete, while their interconnection is ensured later.</p>\n<h4>Bond elements</h4>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (3D) and reinforcing bar elements (1D) in the finite element model. For this purpose, the “bond” finite element type was developed.</p>\n<p>The bond element is defined as a shell finite element connected to elements representing reinforcement by the first layer and by the second layer to concrete mesh via multi-point constraints (MPC elements). It should be noted that the bond element is always displayed in this article with a non-zero height, which is, however, defined as infinitesimal in the model.</p>\n<p>The behavior of this element is described by the bond stress, τ<em><sub>b</sub></em>, as a bilinear function of the slip between the upper and lower nodes, δ<em>u</em>, see (Fig. 12).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad (a)&nbsp;Conceptual&nbsp;illustration&nbsp;of&nbsp;the&nbsp;deformation&nbsp;of&nbsp;a&nbsp;bond&nbsp;element;&nbsp;(b) shear-deformation&nbsp;function}}}\\]</em></p>\n<p>The elastic stiffness modulus of the bond-slip relationship,&nbsp;<em>Gb</em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default&nbsp;<em>kg</em>&nbsp;= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as&nbsp;<em>Ecm</em>&nbsp;in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress,&nbsp;<em>f</em><em><sub>bd</sub></em>, provided in the respective selected design codes EN 1992-1-1 or ACI 318-19 are used to verify the anchorage length. The hardening of the plastic branch is calculated by default as&nbsp;<em>Gb</em>/105.</p>\n<h4>Anchorage spring</h4>\n<p>The provision of anchorage ends to the reinforcing bars (i.e., bends, hooks, loops…), which fulfills the prescriptions of design codes, allows the reduction of the basic anchorage length of the bars (<em>l</em><em><sub>b,net</sub></em>) by a certain factor β (referred to as the ‘anchorage coefficient’ below). The design value of the anchorage length (<em>lb</em>) is then calculated as follows:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Model for the reduction of the anchorage length: a) Anchorage force along the anchorage length of }}}\\] \\[ \\textsf{\\textit{\\footnotesize{the reinforcement bar, b) slip-anchorage force constitutive law}}}\\]</em></p>\n<p><br></p>\n<p>The reduction of the anchorage length is included in the finite element model by means of a spring element at the end of the bar (Fig. 13a), which is defined by the constitutive model shown in (Fig. 13b). The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement</p>"
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                    "value": "<h3>Base plate</h3>\n<p>The base plate is modeled as an elastic shell element. The steel material used for base plates is defined in the Materials tab. The only physical property is the modulus of elasticity <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad The base plate material definition}}}\\]</em></p>\n<p>The base plate can be loaded by the point load (Fx, Fy, Fz, Mx, My, Mz) and the group of forces (Fx, Fy, Fz), mainly used for loading models exported from the IDEA StatiCa Connection. Note that point loads and point moments directly load the corresponding node of the base plate. It means that there is no redistribution, only by the stiffness of the base plate.&nbsp;</p>\n<p>This implementation allows importing load effects from the IDEA StatiCa Connection that are applied to the base plate at the location of the individual weld finite elements with the value and direction determined from the general stress of that weld finite element. More can be read in the corresponding chapter of this document.</p>\n<p>The second loading option is the <strong>Stub</strong> — representing a short portion of the column above the base plate. The stub is modeled as an elastic shell element structure and behaves as a physically accurate interface between the internal forces and the plate. The user selects a cross-section for the stub from a standard section database. The 6-component internal force set (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> — i.e. the base of the column. Constraints transfer the forces to the top face of the stub, from where they are naturally redistributed through the stub into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33381e95-f9e8-4586-8a4e-d723bbab5356/Stub%20for%20loading.png\" data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad The load transfer through the stub}}}\\]</em></p>\n<p><br></p>\n<p><strong>Shear transfer mechanism (from base plate to concrete block)</strong></p>\n<p>Frictional compression-only contact is defined between the baseplate and concrete. For the shear transfer user can choose from three options:</p>\n<ul>\n  <li><strong>By anchors</strong></li>\n  <li><strong>By friction</strong></li>\n  <li><strong>By shear lug</strong></li>\n</ul>\n<p>The software does not allow the combination of these shear transfer mechanisms.&nbsp;</p>\n<p><strong>The friction</strong> coefficient should be input as a designed (factored) value. In case the resultant shear force&nbsp;<em>F</em><em><sub>xy</sub></em><em> </em>exceeds the pressure force <em>F</em><em><sub>z</sub></em> times the frictional coefficient <em>μ,</em> the calculation will stop, and not all the loads will apply to the model. The condition is written as follows:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>This can be seen in the following example, where two load cases are considered.&nbsp;</p>\n<ul>\n  <li>LC1 - Permanent type - F<sub>z</sub> = 100 kN</li>\n  <li>LC2 - Variable type- F<sub>x</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Load input for example explaining shear transfer by friction}}}\\]</em></p>\n<p>In the first calculation step, all the permanent load is applied. Then the variable load is gradually applied until it reaches the value of the pressure load times the friction coefficient.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Results from example explaining shear transfer by friction}}}\\]</em></p>\n<p>The graph in Figure 18 defines the behavior of the frictional contact between the baseplate and concrete.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad Force-displacement graph describing the behavior of frictional contact}}}\\]</em></p>\n<p>The value of<em> F</em><em><sub>z</sub></em><em>μ</em> differs for each increment of the calculation, whereas the value of maximal shear deformation <em>u</em><em><sub>xy</sub></em> is constant.&nbsp;</p>\n<p>If the compressive normal force <em>F</em><em><sub>z</sub></em> and the shear force <em>F</em><em><sub>xy</sub></em> are input in one load case type (e.g. only permanent), and the condition of <em>F</em><em><sub>xy</sub></em><em>&nbsp;/ (F</em><em><sub>z</sub></em><em>μ)&nbsp;≤ 1</em> is not fulfilled<em>, </em>no load will be applied to the model because the condition is not fulfilled in any increment of the calculation.</p>\n<p><strong>The shear lug</strong> is connected with the concrete mesh by constraints allowing only compression only normal stress transfer.&nbsp;</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Shear lug transfer of shear mechanism}}}\\]</em></p>\n<p>The shear lug is modeled from elastic shell elements, where the modulus of elasticity E defines the material.</p>\n<p>The results are not evaluated and displayed for the base plate as well as for the shear lug.</p>\n<p><br></p>\n<p><strong>&nbsp;Base plate options &nbsp;(stand-off, grout)</strong></p>\n<p>The following set of stand-off options, fully aligned with the Connection application, is available.</p>\n<ul>\n  <li><strong>Direct</strong></li>\n  <li><strong>Mortar joint – nuts from the top</strong></li>\n  <li><strong>Mortar joint – nuts from the top and bottom</strong></li>\n  <li><strong>Gap</strong></li>\n</ul>\n<p>The mortar layer is modeled as a <strong>shell element</strong>, with its stiffness taken into account. Note that shell elements are incompressible in the direction of their thickness. This helps to redistribute local forces to the concrete and is valid for typical bedding thicknesses used in practice - 25-50 mm.</p>\n<p>The distinction between nuts only from the top (pinned interconnection between anchor and base plate) vs. top and bottom (fixed interconnection between anchor and base plate) strongly influences the shear capacity from the point of view of concrete bearing.</p>\n<h3>Anchors</h3>\n<p>The finite elements representing anchors are modeled to be able to transfer normal and shear forces to the concrete, also taking into account the bending stiffness of the anchors. To model the slip between the anchor and the surrounding concrete, the same bond and MPC elements are used as for the reinforcement. With the difference that:</p>\n<ul>\n  <li>For post-installed (adhesive) anchors, it is necessary to specify the design bond strength.</li>\n  <li>For Washer plates and Headed studs, the bond is neglected along the shank of the anchor. All axial load is then transferred to the concrete through the washer plate or head of the anchor.</li>\n</ul>\n<p>Anchors can be interconnected with base plates. For this interconnection, a fully nonlinear constraint is used to connect the anchor's end and a base plate node. This constraint allows us to control all degrees of freedom to ensure, for example, that the anchors transfer no compression force from the base plate, or that no shear is transferred by the anchor when modeling a shear lug, etc.</p>\n<p><strong>Interconnection with base plate</strong> properties for anchors allows the user to control whether the anchor will be connected with the base plate by the previously mentioned constraint and how.&nbsp;</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad Interconnection with base plate settings}}}\\]</em></p>\n<p>The <strong>Transfer of shear</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of shear. Note that it is not supported to combine shear transfer mechanisms, so for transfer by friction and shear lug, this checkbox is irrelevant. On the other hand, for shear transfer using anchors, this field gives the option to exclude some anchors from shear transfer.</p>\n<p>The <strong>Transfer of axial forces</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of the axial direction. This is mainly used for the export from the Connection feature (see the corresponding chapter). For manual modeling, it makes sense to have this checkbox always checked.</p>\n<p>When the checkbox is unchecked, the anchor is disconnected in both tension and compression (in the case of a model exported from the Connection application, the connection is replaced by a pair of forces). If the checkbox is checked, the anchor is always connected to the plate in tension, but the connection in compression is controlled by the anchor type and the type of stand-off. For more information, see Figure 23.</p>\n<p><strong>Cut threads</strong></p>\n<p>Controlled by a checkbox in anchor properties and has 2 purposes:</p>\n<p>1. Defines how the anchor connects to the base plate:</p>\n<ul>\n  <ul>\n    <li>For headed studs and cast-in reinforcement connected to the Base plate (not for Cast-in plates), it distinguishes between a <strong>bolt connection (pinned)</strong> and a <strong>welded connection (fixed)</strong> — visible in the 3D scene.</li>\n    <li>Note that the way of anchor-to-plate connection has a significant influence on the shear resistance from the point of view of bearing of the concrete.</li>\n  </ul>\n</ul>\n<figure data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30a7aadf-a72c-4ca5-be2f-35a9bf4f3c45/Cut%20threads%20weld%20or%20pinned.png\" data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Cut threads options}}}\\]</em></p>\n<p>2. For Eurocode, the resistance of the anchor with cut threads is reduced according to EN 1993-1-8 3.6.1 (3). It can be set in Project settings. For Threaded rods and Washer plates, it is recommended to keep this setting on at all times.</p>\n<h3>Axial and rotational interconnection between Anchor and Base plate</h3>\n<p>As already mentioned in this chapter, depending on the type of anchor, the stand-off setting, and whether or not cut threads are considered, anchors are connected to the base plate in different ways. In terms of rotational connection, this can be <strong>Hinged / Fixed</strong>. In terms of axial connection, this can be <strong>Tension / Tension + Compression</strong>. The rotational connection types strongly influence the shear capacity from the point of view of concrete bearing. In a 3D scene, it is easy to tell whether an anchor is connected as fixed or hinged based on the presence of nuts, see Figure 22.</p>\n<figure data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba36be0-87e2-416f-a380-66f3f14638dc/Rotational%20constrains.png\" data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Rotational constraints}}}\\]</em></p>\n<p>The following table shows all possible combinations of base plate connections with anchors and the corresponding rotational and axial connections.</p>\n<figure data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/568c6688-adc1-4f20-b28f-914f917ab5be/Axial%20and%20rotational%20constrains%20table.png\" data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>\n<h3>Cast-in plates</h3>\n<p>Cast-in plate is a special case of a base plate. It is modeled analogously with the following differences:</p>\n<p>Since the plate is embedded inside a concrete block, no type of stand-off can be specified. The depth of the slab embedding is neglected. The plate, modeled by shell elements, is placed directly on the concrete surface. Therefore, the side surfaces of the slab are not considered to be supported by the concrete.</p>\n<p>It is only possible to use Reinforcement and Headed studs, which, like classic anchors, can be set to be connected to the slab in the axial and shear directions. Practical experience and some national documents indicate the need to design Headed studs only for shear and Reinforcement for axial load. From the perspective of axial and rotational constraints, anchors are always connected as Fixed and Tension + Compression.</p>\n<figure data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b53c46b-318c-4347-bf21-959cbc8fbde8/Interaction%20with%20cast-in%20plate.png\" data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>"
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                    "value": "<p>The finite elements are implemented internally, and the analysis model is generated automatically without any need for proficient user interaction. An important part of this process is meshing.</p>\n<h4>Concrete</h4>\n<p>All concrete members are meshed together. A recommended element size is automatically computed by the application based on the size and shape of the structure and taking into account the diameter of the largest reinforcing bar. Moreover, the recommended element size guarantees that a minimum of four elements are generated in thin parts of the structure, such as slender columns or thin walls, to ensure reliable results in these areas. Designers can always select a user-defined concrete element size by modifying the multiplier of the default mesh size.</p>\n<h4>Reinforcement</h4>\n<p>The reinforcement is divided into elements with approximately the same length as the concrete element size. Once the reinforcement and concrete meshes are generated, they are interconnected with bond elements, as shown in Fig. 9.</p>\n<h4>Refinement</h4>\n<p>Concrete mesh is automatically refined around anchors, around shear lugs, and under the stub for loading. The size of the refined mesh is approximately twice smaller than the basic concrete mesh. The radius of the refined area is defined approximately as the element size multiplied by two.</p>"
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                    "value": "<p>A standard full Newton-Raphson (NR) algorithm is used to find the solution to a non-linear FEM problem.&nbsp;</p>\n<p>Generally, the NR algorithm does not often converge when the full load is applied in a single step. A usual approach, which is also used here, is to apply the load sequentially in multiple increments and use the result from the previous load increment to start the Newton solution of the subsequent one. For this purpose, a load control algorithm was implemented on top of the Newton-Raphson. In the case that the NR iterations do not converge, the current load increment is reduced to half its value, and the NR iterations are retried.</p>\n<p>A second purpose of the load-control algorithm is to find the critical load, which corresponds to certain “stop criteria” – specifically the maximum strain in concrete, the maximum slip in bond elements, the maximum displacement in anchorage elements, and the maximum strain in reinforcing bars. The critical load is found using the bisection method. In the case where the stop criterion is exceeded anywhere in the model, the results of the last load increment are discarded and a new increment of half the size of the previous one is calculated. This process is repeated until the critical load is found with a certain error tolerance.</p>\n<p>For concrete, the stop criterion was set to a 5% strain in compression (i.e., around an order of magnitude larger than the actual failure strain of concrete) and 7% in tension at the integration points of shell elements. In tension, the value was set to allow for the limit strain in reinforcement, which is usually around 5% without accounting for tension stiffening, to be reached first. In compression, the value was chosen from among several alternatives as one that is large enough for the effects of crushing to be visible in the results, but small enough so as not to cause too many problems with numerical stability.</p>\n<figure data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1178a514-d8d2-4a37-a0f2-517809af1881/16.png\" data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 25\\qquad Constitutive law of bond and anchorage elements used for anchorage length verification: a) Bond shear stress}}}\\] \\[ \\textsf{\\textit{\\footnotesize{slip response of bond element, b) force-displacement response of an anchorage element}}}\\]</em></p>\n<p><br></p>\n<p>For reinforcement, the stop criterion is defined in terms of stresses. Since stresses at the crack are modeled, the criterion in tension corresponds to the reinforcement tensile strength accounting for the safety coefficient. The same value is used for the criterion in compression.</p>\n<p>The stop criterion in bond elements and anchorage springs is α·δ<em><sub>umax</sub></em>, where δ<em><sub>umax</sub></em>&nbsp;is the maximum slip used in code checks and α = 10.</p>\n<p><br></p>\n<p>Other stop criteria for anchoring:</p>\n<ul>\n  <li>Pull out of headed anchors (maximal contact compression stress at the top face of the head of the anchor).&nbsp;</li>\n  <li>Maximal shear force that can be transferred by the anchor from the point of view of the bearing of concrete.</li>\n</ul>\n<p>These two criteria are dependent on the selected code. You can find more information about them in the sections explaining the code-dependent parts of structural analysis in the application.</p>"
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                    "value": "<p>The results are presented independently for concrete and for reinforcement elements. The stress and strain values in concrete are calculated at the integration points of volume elements. However, as it is not practical to present the data in such a manner, the results are presented by default in nodes, like the maximum value of compressive stress from adjacent Gauss integration points in connected elements. It should be noted that this representation might locally underestimate the results at compressed edges of members in a case where the finite-element size is similar to the depth of the compression zone.</p>\n<p>The results for the reinforcement finite elements are either constant for each element (one value – e.g., for steel stresses) or linear (two values – for bond results). For auxiliary elements, such as elements of bearing plates, only deformations are presented.</p>"
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                    "value": "<p>The IDEA StatiCa Detail model does not always have to be modeled from scratch or from a template. There is also an option to import the model, including load effects, from IDEA StatiCa Connection. In Connection, the steel superstructure above the concrete block is analyzed using a nonlinear 3D model, while the concrete block itself is represented in a simplified way by a Winkler foundation. In Detail, on the other hand, the reinforced concrete block is modeled explicitly and checked in detail.</p>\n<p>When transferring the model, only the base plate, anchors, and concrete block are imported into Detail – the steel member itself (and its global stiffness) is not. In the Connection model, this steel member is connected to the base plate by a weld. The stresses in the weld finite elements are integrated and converted into a set of equivalent forces that load the base plate in Detail. In this way, the effect of the missing steel member is represented by weld forces applied directly to the base plate.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 26\\qquad Loads imported from IDEA StatiCa Connection}}}\\]</em></p>\n<p>Due to the different definition of stiffness between Connection and Detail (missing steel member, different material models, and concrete representation), a direct connection between the base plate and anchors in Detail would generally lead to a different redistribution of loads and, therefore, different tensile forces in the anchors. To avoid this, the anchors are imported <strong>axially disconnected</strong> from the base plate. Instead of transferring axial forces through the physical contact, the anchor tensions obtained from the Connection are applied directly to the anchors in Detail. At the same time, an equal and opposite force is applied to the base plate at each anchor location, so that the global equilibrium of the model is preserved. This pair of forces (one acting on the anchor, the other on the base plate) represents the interaction between the base plate and the anchor without allowing additional redistribution of axial forces in Detail. These two opposite forces are illustrated in Figure 26.</p>\n<p>However, the shear forces are still transferred by the connection between the base plate and the anchors (or shear lug, or friction). This is possible because a constraint is used to connect the base plate and the anchors in shear, allowing us to control the relevant degrees of freedom of this interconnection. In Detail, the user can therefore modify the shear load path – for example, by releasing shear in two of four anchors and keeping only the edge anchors engaged in shear – while the axial forces remain as imported from Connection.</p>\n<p>For <strong>cast-in plates,</strong> we adopted a different approach. Several European design recommendations require that only the reinforcement bars are considered to resist axial forces, while headed studs are assumed to transfer shear only. Since IDEA StatiCa Connection cannot internally separate axial forces in reinforcement anchors from those in headed studs during the export, the anchors of cast-in plates are imported into Detail <strong>fully connected, also in the axial direction</strong>. This allows the user to activate a design option in Detail where reinforcement anchors carry only axial tension and headed studs carry only shear. In this workflow, the axial force that was originally assigned to the headed studs has to be <strong>redistributed</strong> onto the reinforcement anchors within the Detail model. Such redistribution would not be possible if we used the pair-of-opposite-forces approach described above, which is why cast-in plates are handled differently.</p>"
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                    "value": "<h3>Ultimate limit state</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis that takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>To expedite the calculation time and address any issues, consider using a coarse mesh by increasing the multiplier of the default mesh size in the Setup (Fig. 27). If the model performs well, revert the multiplier back to a factor of 1.</li>\n</ul>\n<figure data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1633c630-1610-428f-9f76-d50d4d8ce8c2/18.png\" data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 27\\qquad Mesh multiplier}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). Users can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 27).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code)), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>"
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                    "value": "<h3>Concrete - ULS</h3>\n<p>The concrete model implemented in 3D CSFM is based on the uniaxial compression constitutive laws prescribed by EN 1992-1-1 for the design of cross-sections, which only depend on compressive strength. The parabola-rectangle diagram specified in EN 1992-1-1&nbsp;Cl. 3.1.7 (1) (Fig. 28a) is used by default in 3D CSFM, but designers can also choose a more simplified elastic ideal plastic relationship according to EN 1992-1-1&nbsp;Cl. 3.1.7 (2) (Fig. 28b). The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 28\\qquad The&nbsp;stress-strain&nbsp;diagrams&nbsp;of&nbsp;concrete&nbsp;for&nbsp;ULS:&nbsp;a)&nbsp;parabola-rectangle&nbsp;diagram;&nbsp;b)&nbsp;bilinear&nbsp;diagram}}}\\]</em></p>\n<p>The implementation of 3D CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cu</sub></em><sub>2</sub> (ε<em><sub>cu</sub></em><sub>3</sub>) in a value of 5% while EN 1992-1-1 assumes ultimate strain less than 0.35%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity <em>f</em><em><sub>cd</sub></em> according to EN 1992-1-1 3.1.3 is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p>α<em><sub>cc</sub></em> is the coefficient taking account of long-term effects on the compressive strength and of unfavorable effects resulting from the way the load is applied. It is according to EN 1992-1-1 Cl. 3.1.6 (1). The default value is 1.0.</p>\n<p><em>f</em><em><sub>ck</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>By default, the idealized bilinear stress-strain diagram for the bare reinforcing bars defined in EN 1992-1-1, section 3.2.7 (Fig. 29) is considered. The definition of this diagram only requires the basic properties of the reinforcement to be known during the design phase (strength and ductility class). Whenever known, the actual stress-strain relationship of the reinforcement (hot-rolled, cold-worked, quenched, and self-tempered, …) can be considered. The reinforcement stress-strain diagram can be defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width). Using the stress-strain diagram with a horizontal top branch does not allow for the verification of structural durability. Therefore, manual verification of standard ductility requirements is necessary.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"Fig. 29\tStress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram with a horizontal top branch.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 29 \\qquad Stress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram}}}\\] \\[ \\textsf{\\textit{\\footnotesize{with a horizontal top branch.}}}\\]</em></p>\n<p>Tension stiffening (Fig. 30)&nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"Fig. 30\tScheme of tension stiffening.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 30\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective safety coefficients prescribed in design codes, exactly as in conventional concrete analysis. Values of material safety factors prescribed in EN 1992-1-1 chap. 2.4.2.4 and factors for anchors prescribed in EN 1992-4, EN 1993-1-8, and EN 1994-1-1 are set by default, but the user can change safety factors in the Code and calculation settings (Fig. 31).</p>\n<figure data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/74bc9fff-b55c-46b3-a638-345044b4de8e/Partial%20safety%20factors.png\" data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 31\\qquad The setting of &nbsp;material safety factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Load safety factors have to be defined by the user in Combination rules for each non-linear combination of load cases (Fig. 32). For all templates implemented in <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, partial safety factors are already predefined.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"Fig. 32\tThe setting of  load partial factors in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 32\\qquad The setting of&nbsp; load partial factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>By using appropriate user-defined combinations of partial safety factors, users can also compute with 3D CSFM using the global resistance factor method (Navrátil, et al. 2017), but this approach is hardly ever used in design practice. Some guidelines recommend using the global resistance factor method for non-linear analysis. However, in simplified non-linear analyses (such as 3D CSFM), which only require those material properties that are used in conventional hand calculations, it is still more desirable to use the partial safety format.</p>"
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                    "value": "<p>The different verifications required by EN 1992-1-1 are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum Equivalent principal stress σ<em><sub>c,eq </sub></em>obtained from FE analysis and the limit value σ<em><sub>c,lim</sub></em> = <em>f</em><em><sub>cd</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to 1992-1-1&nbsp;Cl. 3.1.7 (1).</p>\n<p>This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction <em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks σ<em><sub>sr</sub></em> and the specified limit value σ<em><sub>s,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{for bilinear diagram with inclined top branch}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\textsf{\\small{for bilinear diagram with horizontal top branch}}\\)</p>\n<p>where:</p>\n<p><em>f</em><em><sub>yk</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the yield strength of the reinforcement according to EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the ratio of tensile strength <em>f</em><em><sub>tk</sub></em> to the yield stress, <br>\n&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γ</em><em><sub>s </sub></em><sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sub>is the partial safety factor for reinforcement.</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value <em>σ</em><em><sub>s,lim</sub></em> is determined.</p>\n<p>In addition, the <em>N</em><em><sub>Ed</sub></em> and <em>V</em><em><sub>Ed</sub></em> values are specified for anchors, which are checked against <em>N</em><em><sub>Rd,s</sub></em> and <em>V</em><em><sub>Rd,s</sub></em> according to the selected code. The code is chosen depending on the type of anchor used in Project settings.</p>\n<figure data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/230a0c76-3c87-40ae-9f83-26d6635e85dc/Project%20settings%20-%20code%20select.png\" data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 33\\qquad EN 1992-1-1 Figure 8.2 - Anchor check - Design code selection}}}\\]</em></p>\n<p>Since different approaches are chosen for checking anchors in different standards, the user can choose the following standards for individual anchor types:</p>\n<ul>\n  <li>Anchors made of bolt material - EN 1992-4, EN 1993-1-8</li>\n  <li>Headed studs subjected to axial force - EN 1992-4</li>\n  <li>Headed studs subjected to shear force - EN 1992-4, EN 1994-1-1</li>\n  <li>Anchors made of reinforcement - EN 1992-4</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1992-4 - 7.2.1.3</strong></p>\n<p>\\[N_{Rd,s} = \\frac{c \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– reduction for cut threads&nbsp;&nbsp;</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– minimum tensile strength of the bolt</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>Ms</sub></em> = partial safety factor for steel</li>\n</ul>\n<p>\\[\\gamma_{Ms} = 1.2 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.4\\]</p>\n<p>where:&nbsp;&nbsp;</p>\n<ul>\n  <li><em>f</em><em><sub>yk</sub></em>&nbsp;– minimum yield strength of the bolt</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1993-1-8 - 3.6.1</strong></p>\n<p>\\[N_{Rd,s} = F_{t.Rd} = \\frac{c \\cdot k_2 \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3)&nbsp;</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;= 0.9 – factor for non-countersunk anchors&nbsp;</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor bolt ultimate tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>M2</sub></em> =1.25&nbsp;– partial safety factor for bolts (EN 1993-1-8, Table 2.1)&nbsp;</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1992-4 - 7.2.2.3</strong></p>\n<p>For stand-off = direct,&nbsp;<strong>the&nbsp;shear without lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.1):</p>\n<p>\\[V_{Rd,s} = \\frac{k_6 \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>For stand-off = mortar joint,&nbsp;<strong>the&nbsp;shear with lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.2):</p>\n<p>\\[V_{Rd,s} = \\frac{\\alpha_M \\cdot M_{Rk,s}}{\\gamma_{Ms} \\cdot l_a}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><em><sub>6</sub></em>&nbsp;= 0.6 for anchors with fuk ≤ 500&nbsp;MPa;&nbsp;<em>k</em><em><sub>6</sub></em>&nbsp;= 0.5 otherwise</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– shear area of anchor reduced by threads</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– anchor bolt ultimate strength</li>\n  <li><em>α</em><em><sub>M</sub></em>&nbsp;=&nbsp;2 – full restraint is assumed (EN&nbsp;1992-4 – Cl.&nbsp;6.2.2.3)</li>\n  <li>\\(M_{Rk,s} = M^{0}_{Rk,s} \\left(1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right)\\)&nbsp;– characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n  <li><sub>&nbsp;</sub>\\(M^{0}_{Rk,s} = 1.2 \\cdot W_{el} \\cdot f_{ub}\\) – characteristic bending resistance of the anchor (ETAG&nbsp;001, Annex C – Equation (5.5b))</li>\n  <li>\\(W_{el} = \\frac{\\pi d^{3}}{32}\\)&nbsp;– section modulus of the anchor</li>\n  <li><em>d</em>&nbsp;– anchor bolt diameter; if the shear plane in a thread is selected (which always is for threaded rod), the diameter reduced by threads is used; otherwise, nominal diameter,&nbsp;<em>d</em><em><sub>nom</sub></em>, is used</li>\n  <li><em>N</em><em><sub>Ed</sub></em>&nbsp;– tensile force in the anchor</li>\n  <li><em>N</em><em><sub>Rd,s</sub></em>&nbsp;– tensile resistance of the anchor</li>\n  <li>\\(l_{a} = 0.5\\, d_{\\mathrm{nom}} + t_{\\mathrm{mortar}} + 0.5\\, t_{\\mathrm{bp}}\\)&nbsp;– lever arm</li>\n  <li><em>t</em><em><sub>mortar</sub></em>&nbsp;– thickness of mortar (grout)</li>\n  <li><em>t</em><em><sub>bp</sub></em>&nbsp;– thickness of the base plate</li>\n  <li>\\(\\gamma_{Ms} = 1.0 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.25\\) for \\(f_{uk} \\le 800 \\text{ MPa}\\) and &nbsp;\\(\\frac{f_{yk}}{f_{uk}} \\le 0.8\\);&nbsp;<em>γ</em><em><sub>Ms</sub></em><sub>&nbsp;</sub>= 1.5 otherwise – partial safety factor for steel failure (EN&nbsp;1992-4 – Table 4.1)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1993-1-8 - 6.2.2</strong></p>\n<p>Anchor shear steel resistance&nbsp;is determined according to EN 1993-1-8 – 6.2.2 (7)&nbsp;<strong>regardless of direct or mortar joint stand-off</strong>. The grout strength and thickness should be according to Cl. 6.2.5 (7).</p>\n<p>\\[V_{Rd,s} = F_{v,b,Rd} = \\min \\left\\{ F_{1v,b,Rd} ,\\, F_{2v,b,Rd} \\right\\}\\]</p>\n<p>where:</p>\n<p>\\[F_{1v,b,Rd} = \\frac{\\alpha_v \\cdot f_{ub} \\cdot A}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li><em>α</em><em><sub>v</sub></em>&nbsp;= 0.6 for grades 4.6, 5.6, 8.8, and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– ultimate tensile strength of the bolt material</li>\n  <li><em>A</em>&nbsp;– tensile stress area of the bolt, <em>A</em> = <em>A</em><em><sub>s,</sub></em> where&nbsp;<em>As</em>&nbsp;is the tensile stress area of the bolt (reduced by the thread)</li>\n  <li><em>γ</em><em><sub>M2</sub></em>&nbsp;– safety factor - EN 1993-1-8 – Table 2.1</li>\n</ul>\n<p>\\[F_{2v,b,Rd} = \\frac{\\alpha_b \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li>&nbsp;\\(\\alpha_b = 0.44 - 0.0003\\, f_{yb}\\)</li>\n  <li><em>α</em><em><sub>b</sub></em> is a&nbsp;coefficient depending on the yield strength of the anchor bolt</li>\n  <li><em>f</em><em><sub>yb</sub></em>&nbsp;– anchor yield strength; 235 MPa&nbsp;≤fyb≤&nbsp;640 MPa</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– tensile stress area (reduced by the thread)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1994-1-1 - 6.6.3.1</strong></p>\n<p>\\[V_{Rd,s} = P_{Rd} = \\frac{0.8 \\, f_u \\, \\pi \\, d^2}{4 \\, \\gamma_v}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><em><sub>v</sub></em>&nbsp;is the partial factor for shear connection per EN 1994-1-1 chap. 2.4.1.2. The recommended value for <em>γ</em><em><sub>v</sub></em>&nbsp;is 1.25</li>\n  <li><em>d</em> is the diameter of the shank of the stud, 16 mm ≤ d ≤ 25 mm;</li>\n  <li><em>f</em><em><sub>u</sub></em>&nbsp;is the specified ultimate tensile strength of the material of the stud, but not greater than 500 MPa.</li>\n</ul>\n<p>In EN 1994-1-1, clause 6.6.3.1 also provides Equation (6.19), which limits the shear resistance of a stud by the punching (bearing) capacity of the concrete. In IDEA StatiCa Detail, this failure mode is not checked by a separate code formula in the post-processing. Instead, it is built directly into the nonlinear finite element analysis as a stop criterion: the analysis is terminated before the shear force in an anchor reaches the corresponding <em>P</em><em><sub>Rd</sub></em><br>\nfrom Equation (6.19). This approach is used because Equation (6.19) is valid only for headed studs welded to the steel plate and for stud diameters in the range 16 mm ≤ d ≤ 25 mm, as specified in 6.6.3.1.</p>\n<p>To cover a wider range of practical cases, we created a series of 3D reference models in Abaqus with anchor diameters from 8 mm to 50 mm and concrete strengths from C16/20 to C50/60. The studs were modeled either welded rigidly to the base plate or connected by a pinned (hinged) joint. The material models and contact parameters in Detail were then calibrated against these Abaqus simulations, which were themselves verified against Equation (6.19) within its validity range. This stop criterion is valid for all anchor types and all EN codes.</p>\n<p><br></p>\n<p><strong>Interaction of tension and shear in anchor steel</strong></p>\n<p>The interaction of tension and shear per EN 1993-1-8 is implicitly included in the anchor shear check.</p>\n<p>The interaction of tension and shear per EN 1992-4&nbsp;is determined separately for steel and concrete failure modes according to Table 7.3. Interaction in steel is checked according to Equation (7.54) or (7.57). The interaction in steel is checked for each anchor separately.</p>\n<p>Two approaches based on load conditions are applied for anchoring with supplementary reinforcement.</p>\n<ul>\n  <li>For anchors subjected to&nbsp;<strong>tensile and shear forces</strong>, the interaction is calculated as</li>\n</ul>\n<p>\\[\\left( \\frac{N_{Ed}}{N_{Rd,s}} \\right)^{2}+\\left( \\frac{V_{Ed}}{V_{Rd,s}} \\right)^{2}\\le 1\\]</p>\n<p><br></p>\n<p>EN 1994-1-1 states in Article 6.6.3.2 that if the anchor tensile force is greater than <em>0.1P</em><em><sub>Rd</sub></em>, the check is not covered by this standard. In such a case, the interaction is assessed in accordance with EN 1992-4 in the application. In such a case, the shear check should not be considered according to EN 1994-1-1.</p>\n<p><br></p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by EN 1992-4, Clause 7.2.1.5 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = k_2 \\cdot A_h \\cdot f_{ck} / \\gamma_{Mp}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><em><sub>h</sub></em> is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>ck</sub></em> is the characteristic compressive strength of concrete - EN 1992-1-1 Cl. 3.1.2</li>\n  <li><em>γ</em><em><sub>Mp</sub></em> is taken in the application as <em>γ</em><em><sub>Mp</sub></em> = <em>γ</em><em><sub>c</sub></em> with the default value of 1.5</li>\n  <li>&nbsp;<em>k</em><em><sub>2</sub></em> is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.&nbsp;</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.</p>\n<p><br></p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the ultimate bond strength <em>f</em><em><sub>bd</sub></em><sub>,</sub> according to EN 1992-1-1 chap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2.25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f</em><em><sub>ctd</sub></em><sub> </sub>&nbsp;&nbsp;&nbsp;&nbsp; is the design value of concrete tensile strength according to EN 1992-1-1 Cl. 3.1.6 (2). Due to the increasing brittleness of higher-strength concrete, <em>f</em><em><sub>ctk,0.05</sub></em><sub> </sub>is limited to the value for C60/75 according to EN 1992-1-1 Cl. 8.4.2 (2)</li>\n  <li>η<sub>1</sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is a coefficient related to the quality of the bond condition and the position of the bar during concreting (Fig. 34).</li>\n  <li>η<sub>1</sub> = 1.0 when ‘good’ conditions are obtained and</li>\n  <li>η<sub>1</sub> = 0.7 for all other cases and for bars in structural elements built with slip-forms, unless it can be shown that ‘good’ bond conditions exist</li>\n  <li>η<sub>2</sub> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is related to the bar diameter:<br>\nη<sub>2</sub> = 1.0 for Ø ≤ 32 mm<br>\nη<sub>2</sub> = (132 - Ø)/100 for Ø &gt; 32 mm</li>\n</ul>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"Fig. 33\tDescription of bond conditions.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 34\\qquad EN 1992-1-1 Figure 8.2 - Description of bond conditions.}}}\\]</em></p>\n<p>In IDEA StatiCa Detail, the bond conditions are taken into account according to Fig. 34 c) and d). The direction of concreting can be set in the application for each project item as follows:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 35\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and Limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>σ</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>ultimate strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 36\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<h4>Anchorage types at the end of Reinforcement (Anchors and Rebars)</h4>\n<p>The available <strong>anchorage types</strong> in 3D CSFM include a straight bar (i.e., no anchor end reduction), bend, hook, loop, welded transverse bar, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 36 for longitudinal reinforcement and in Fig. 37 for stirrups. The values of the adopted anchorage coefficients are in accordance with EN 1992-1-1 section 8.4.4 Tab. 8.2. It should be noted that in spite of the different available options, 3D CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 37\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the 3D CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g)&nbsp;continuous bar.}}}\\]</em></p>\n<p><br></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"Fig. 18\t Available anchorage types and respective anchorage coefficients for stirrups. Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for stirrups.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.}}}\\]</em></p>\n<p>In order to comply with EN 1992-1-1, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in the CSFM is based on the parabolic-plastic stress-strain curve for concrete based on the Portland CementAssociation’s parabolic stress-strain curve described in PCA’s Notes on ACI 318-99 Building Code Requirements for Structural Concrete, Figure 6-8. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 39\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of the CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached it considers a plastic branch with ε<em><sub>c</sub></em><sub>0</sub> in maximum value 5% while ACI 318-19 Cl. 22.2.2.1 assumes ultimate strain less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>1</sub> is the Reduction factor of concrete compressive strength defined in ACI 318-19 Cl. 22.2.2.4.1. When using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>.</em></p>\n<p><em>Φ</em><em><sub>c </sub></em>is the strength reduction factor for concrete. The default value is set according to ACI 318-19 Table 24.2.1 (b)(f).</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered. See ACI 319-19 Cl. 20.2.1. The definition of this diagram only requires the basic properties of the reinforcement to be known - strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect.&nbsp;</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 40 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to ACI 318-19 Table 24.2.1.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>10% is selected as the limit strain at which the calculation is stopped. This is considered safe based on ASTM A955/A955M-20c Article 7.</p>\n<p>Tension stiffening (Fig. 41) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 41\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 23)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 23).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 24 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 24. A crack kinematic without slip (pure crack opening) is considered (Fig. 24a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 24b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models presented in Section 1.2.4 by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 24c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 25) by means of the model presented in Section 1.2.4.</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 25\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>"
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                            "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h2>Structural design of concrete discontinuities in IDEA StatiCa Detail</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#reinforcement-structural-design\">Reinforcement structural design</a><br>\n<a href=\"#finite-element-implementation-idea-statica-detail\">Finite element implementation in IDEA StatiCa Detail</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#finite-element-types\">Finite element types</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#meshing\">Meshing</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#presentation-of-results\">Presentation of results</a><br>\n<a href=\"#structural-element-verification-idea-statiCa-detail\">Structural element verification in IDEA StatiCa Detail</a><br>\n<a href=\"#verification-of-the-structural-concrete-elements\">Verification of the structural concrete elements (EN)</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#material-models\">Material models</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#safety-factors\">Safety factors</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#partially-loaded-areas\">Partially loaded areas 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data-codename=\"theoretical_background_detail___safety_factors\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f95c03f_046c_01d7_3298_0b0bf00905fd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___ultimate_limit_sta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f4e5df8b_4a56_01f4_bc6d_94a0519ab1a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___partially_loaded_a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6d893327_7af2_0116_cc53_17d9c523d187\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___serviceability_lim\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. 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                            "value": "<h4>Reinforced concrete wall or deep beams full code-check? No problem!</h4>\n<p>The aim of the webinar is to present how to code-check a <strong>general-shape deep beam</strong> in <strong>IDEA StatiCa Detail</strong> in connection with results from the FEA application in minutes. We will show the workflow on an example of a residential concrete building – exporting the geometry, creating the submodel in IDEA StatiCa Detail, applying the <strong>correct loads</strong>, design of the reinforcement, and the final code-check for both <strong>ultimate and serviceability limit</strong> <strong>states</strong>.</p>\n<p>Try it on your own - get the <a data-item-id=\"0c872071-6a3f-4b99-8cd4-66440db9cc0d\" href=\"\">free Trial license</a> and follow the step-by-step tutorial on <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Concrete wall</a>.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>The ultimate solution for concrete details and structural parts</h4>\n<p>Common 3D FEA software considers the linear behavior of concrete. Design and code-checks of reinforcement are limited, especially for the <strong>serviceability limit state</strong> which may lead to the development of <strong>excessive cracks</strong>. All of that is covered within the <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">CSFM-based</a> application IDEA StatiCa Detail. Now, all engineers can efficiently design and code-check walls or deep beams of any shape and many more.</p>\n<p>If you want to see more of <strong>IDEA StatiCa Detail&nbsp;</strong>in action, there are two other recorded webinars to watch:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">How to design a prestressed beam with openings easily?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Cast in situ wall – Ruzomberok (Slovakia)</a></li>\n</ul>\n<p>Or browse our Support center for&nbsp;<a href=\"https://www.ideastatica.com/support-center-tutorials?product=concrete&amp;label=detail\" title=\"IDEA StatiCa Detail\">tutorials</a>&nbsp;and read the&nbsp;<a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">theoretical background.</a></p>\n<p><br></p>\n<h3>Webinar recording</h3>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective strength reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>strength reduction factors</strong> are prescribed in ACI 318-19 Cl. 21.2. The default values for concrete and reinforcement are chosen based on the assumption that the typical example solved in the application is shear-controlled (based on Table 21.2.1 (b), (f), (g)). However, it is possible to model any type of element. Therefore, if a compression or tension-controlled element is assessed, the user has the option to change the strength reduction factor value in the Preferences.</p>\n<figure data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f5c8c73-4050-4623-9f74-04bee16498f2/Strength%20reduction%20factors%20-%20ACI.png\" data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42\\qquad The setting of strength reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to ACI 318-19 Table 5.3.1.</p>\n<p>Except as stated in Chapter 34, service-level load combinations are not defined in ACI 318-19. It is recommended to use combination rules based on Appendix C of ASCE/SEI 7-16. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db9f1517-72eb-45bd-9f0c-6c748d7c9146/Load%20factors%20-%20ACI.png\" data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad The setting of&nbsp;load factors in IDEA StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by ACI 318-19 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>y,lim</sub></em>.</p>\n<p>\\[f_{y,lim} = \\phi_{s} \\cdot f_{y}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>y,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by ACI 318-19, Clause 17.6.3.2.2a (pull-out failure of headed fastenings).</p>\n<p>\\[N_{pn} = \\Phi \\cdot \\Psi_{c,p} \\cdot 8 \\cdot A_{brg} \\cdot f'_c\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi\\) is the strength reduction factor - Table 17.5.3(c)</li>\n  <li><em>A</em><em><sub>brg</sub></em>&nbsp;net bearing area of the head of stud, anchor bolt, or headed deformed bar (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li>\\(\\Psi_{c,p}\\)&nbsp;is the pullout cracking factor according to 17.6.3.3, and is always taken as 1.0, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the bond strength <em>f</em><em><sub>bu</sub></em>.</p>\n<p>Although the bond strength is not explicitly defined in ACI 318-19, the calculation of the development length can be found in Section 25.4.2. However, since the bond strength is the basic input for determining the development length, see R25.4.1.1 and ACI Committee 408 1966, the bond strength can be calculated as follows:</p>\n<p>Let us assume that if we anchor the reinforcement bar into a concrete block to the development length <em>l</em><em><sub>d</sub></em> or greater, pulling out the reinforcement will lead to rupture of the reinforcement and not to pulling out of the concrete. This can be written with the following formula.</p>\n<p>\\[\\pi\\cdot d_{b} \\cdot l_{d} \\cdot f_{bu}=f_{y}\\cdot A_{s}\\]</p>\n<p>where:</p>\n<p><em>d</em><em><sub>b</sub></em> is the diameter of the reinforcement bar, <em>l</em><em><sub>d</sub></em> is the development length, <em>f</em><em><sub>bu</sub></em> is the bond strength, <em>f</em><em><sub>y</sub></em> is the yield strength of the reinforcement, and <em>A</em><em><sub>s</sub></em> is the area of the reinforcement rebar.</p>\n<p>From the preceding, the formula for calculating bond strength can be easily derived:</p>\n<p>\\[f_{bu}=\\frac{f_{y}\\cdot A_{s}}{\\pi\\cdot d_{b} \\cdot l_{d} }\\]</p>\n<p>The development length <em>l</em><em><sub>d</sub></em> is then determined according to ACI 318-19 Table 25.4.2.3 as follows:</p>\n<p>\\[l_{d}=\\left( \\frac{f_{y}\\cdot\\psi_{t}\\cdot\\psi_{e}\\cdot\\psi_{g}}{C\\cdot\\lambda\\sqrt{f'_{c}}} \\right)\\cdot d_{b}\\]</p>\n<p>where:</p>\n<p><em>C = 25</em> (2.1 for metric) for no. 6 and smaller bars and deformed wires, <em>C = 20</em> (1.7 for metric) for no. 7 and larger bars, λ = 1.0 for normal weight concrete, <em>ψ</em><em><sub>t</sub></em>, <em>ψ</em><em><sub>e</sub></em><sub>,</sub> <em>ψ</em><em><sub>g</sub></em> are determined according to ACI 318-19 Table 25.4.2.3.&nbsp;</p>\n<p>Only uncoated or zinc-coated (galvanized) reinforcement is supported, so <em>ψ</em><em><sub>e</sub></em><em> = 1.0</em>. <em>ψ</em><em><sub>g</sub></em> is automatically determined from the reinforcement grade, and <em>ψ</em><em><sub>t</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 44\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - &nbsp;Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 45\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must be always lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), 90-degree hook, 180-degree hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 46 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from the comparison of the equation from section ACI 318-19 25.4.3.1 and equations taken from section ACI 318-19 25.4.2.3. It should be noted that, in spite of the different available options, CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b76bc446-995d-4d16-8ef9-4aa26671edda/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 46\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;90-degree hook; (c) 180-degree hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with ACI, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in CSFM is based on the parabolic-plastic stress-strain curve. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/22a6013d-68bc-406c-b92a-f500a9ba191e/SS%20diagrams%20conc%20-%20AUS.png\" data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 47\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cp</sub></em> in maximum value 5%, while AS 3600 Cl. 8.3.1 assumes ultimate strain of less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{2}\\cdot\\phi_{s} \\cdot \\eta_{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>2</sub> is the reduction factor of concrete compressive strength defined in AS 3600 Cl. 8.3.1 <br>\nWhen using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>. </em>An analogous approach is defined for the Rectangular stress block in Chapter 8.1.3.</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the stress reduction factor for concrete. The default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered, see AS 3600 Section 3.2. The definition of this diagram only requires the basic properties of the reinforcement to be known – the strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width).&nbsp;</p>\n<figure data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e33b934-9d0f-4ba7-9764-4f31801c752b/Steel%20stress-strain%20diagram%20CSFM%20-%20AUS.png\" data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 48 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>Tension stiffening (Fig. 49) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b27b5ab6-24ea-410b-901a-fccbd7e4005f/Tension%20stiffening%20CSFM%20-%20AUS.png\" data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 49\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective stress reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>stress reduction factors</strong> are prescribed in AUS 3600 Cl. 2.2.3. The default values for concrete and reinforcement are set according to Table 2.2.3</p>\n<figure data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d32796c-ae70-42fb-a3d3-4542e785f5b1/Stress%20reduction%20factors_AUS.png\" data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 50\\qquad The setting of stress reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to AS 3600 Cl. 4.2.2. Load factors for Serviceability combinations shall be determined according to Table 4.1. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/887ee546-c598-41fd-b494-c43ccbc55194/Load%20factors%20AUS.png\" data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 51\\qquad The setting of&nbsp;load factors in Idea StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by AS 3600 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>sy,lim</sub></em>.</p>\n<p>\\[f_{sy,lim} = \\phi_{s} \\cdot f_{sy}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>sy,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by AS 5216:2021 Cl. 6.3.4 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = \\Phi_{Mp} \\cdot k_{2} \\cdot A_{h} \\cdot f'_{c}\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi_{Mp}\\) is the strength reduction factor - Table 3.2.4</li>\n  <li><em>A</em><em><sub>h</sub></em>&nbsp;is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>.</p>\n<p>For the determination of the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>, the formula C13.1.2.2 defined in AS3600:2018 Sup 1:2022 is considered in the application.</p>\n<p>\\[f_{bu}=\\frac{k_{2}}{k_{1} \\cdot k_{3}} \\cdot (0.5 \\cdot \\sqrt{f'_{c}})\\]</p>\n<p>Where <em>f'</em><em><sub>c</sub></em><em> ≤ 65 MPa</em> (in the formula is in MPa), and <em>k</em> factors are determined from AS 3600 Cl. 13.1.2.2 as follows:</p>\n<p><em>k</em><em><sub>3</sub></em><em> = 0.7</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(conservative value for all reinforcement)<br>\n<em>k</em><em><sub>2</sub></em><em> = (132 - d</em><em><sub>b</sub></em><em>) / 100</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(<em>d</em><em><sub>b</sub></em> is diameret of rebar in millimeters)<br>\n = 1.3 for a horizontal bar with more than 300 mm of concrete cast below the bar, or 1.0 otherwise</p>\n<p><em>k</em><em><sub>1</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 52\\qquad Direction of concreting}}}\\]</em></p>\n<p>The basic development length <em>L</em><em><sub>sy,tb</sub></em> is calculated according to formula 13.1.2.2 in AS 3600 as follows:</p>\n<p>\\[L_{sy,tb}=\\frac{0.5\\cdot k_{1}\\cdot k_{3}\\cdot f_{sy}\\cdot d_{b}}{k_{2}\\cdot \\sqrt{f'_{c}}}\\ge 29 \\cdot k_{1}\\cdot d_{b}\\]</p>\n<p>As can be seen in the formula, the basic development length <em>L</em><em><sub>sy,tb</sub></em> is limited from below, and therefore the design ultimate bond stress <em>f</em><em><sub>bu</sub></em> must be limited in the same way in the application, so the following applies:</p>\n<p>\\[f_{bu}\\le \\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p>Where <em>f</em><em><sub>sy</sub></em> is in MPa.</p>\n<p>The derivation of the <em>f</em><em><sub>bu</sub></em> limitation is as follows:</p>\n<p>\\[f_{bu}= \\frac{f_{sy}\\cdot A_{s}}{ \\pi \\cdot d_{b} \\cdot L_{sy,tb}}=\\frac{f_{sy}\\cdot \\pi \\cdot d_{b}^{2}}{4 \\cdot \\pi \\cdot d_{b} \\cdot 29 \\cdot k{1} \\cdot d_{b}} =\\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p><br></p>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 53\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), Standard cog, Standard hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 54 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from AS 3600 Cl. 13.1.2. It should be noted that CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 50% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/021688e6-24c8-441b-8210-9f0bb4377e75/Available%20anchorage%20types%20for%20longitudinal%20rebars_AUS.png\" data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 54\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;Standard cog; (c) Standard hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with AS 3600, the anchorage spring should be used in the calculation. The anchorage spring is modified by the β coefficient, so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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            "value": "<h1>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the 3D CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete 3D details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Mohr-Coulomb plasticity theory implementation in 3D CSFM</a><br>\n<a href=\"#general-mechanics-assumptions-for-3D-CSFM\">General mechanics assumptions for 3D CSFM</a></p>\n<h2>Analysis model of IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#general-finite-element-types\">General finite element types</a><br>\n<a href=\"#load-transfer-devices\">Load transfer devices</a><br>\n<a href=\"#concrete-meshing-in-3D-CSFM\">Meshing in 3D CSFM</a><br>\n<a href=\"#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a><br>\n<a href=\"#presentation-of-3D-results\">Presentation of 3D results</a><br>\n<a href=\"#model-imported-from-idea-statica-connection\">Model imported from IDEA StatiCa Connection</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states\">Limit states</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-EN\">Material models in 3D CSFM (EN)</a><br>\n- <a href=\"#partial-safety-factors\">Partial safety factors</a><br>\n- <a href=\"#ultimate-limit-state-checks\">Ultimate limit state checks</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-ACI\">Material models in 3D CSFM (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-AUS\">Material models in 3D CSFM (AUS)</a><br>\n- <a href=\"#stress-and-strength-reduction-factors-and-load-factors\">Stress and strength reduction factors and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a></p>\n<p><br></p>\n<p><br></p>\n<h1>Introduction to the 3D CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b03faaef_b4f1_010d_1fd1_edf6dd647e42\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2c23365_3b66_01a0_abd7_41cc7a5d855b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" 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data-codename=\"theoretical_background_3d_detail___model_imported_\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1c9baa9_a314_01b1_37b2_cd6c61a9420e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___limit_states\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to EUROCODE</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8deed79d_4187_01f2_fd60_037d562de304\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n26ae82b5_da0f_01f0_1d69_69d7b1e282d4\"></object>\n<object 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In order for the 3D CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9f39b9ca_50c0_015a_2c43_8759ed607707\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1d1efe19_0968_013b_6544_5bd3d06f14aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_reduct\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b9c02246_d04c_0146_3699_3c2b4bf9c86d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys\"></object>\n<p><br></p>\n<p><br></p>\n<h1>Structural verifications according to Australian standard AS 3600</h1>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6.&nbsp;</p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days&nbsp;<em>f'c</em>&nbsp;is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9420be53_2547_0180_5def_d6e20b5be7b1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0a6ca427_5a30_01fc_5334_3f6d024f40b9\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d__stress_reduction\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cd5aad70_8155_0111_d25f_c72e153f21e5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys_f37d2d9\"></object>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<h2>Verifications and validations</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<h3>References</h3>\n<ol>\n  <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determination of Mohr–Coulomb Parameters from Nonlinear Strength Criteria for 3D Slopes.&nbsp;<em>Math. Probl. Eng.</em>&nbsp;<strong>2019</strong>, 6927654.</li>\n  <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determination of the Mohr-Coulomb Material Parameters for Concrete under Indirect Tensile Test.&nbsp;<em>Tech. Gaz.</em>&nbsp;<strong>2019</strong>,&nbsp;<em>26</em>, 412–419.</li>\n  <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modified Mohr-Coulomb—Rankine material model for concrete.&nbsp;<em>Eng. Comput.</em>&nbsp;<strong>2011</strong>,&nbsp;<em>28</em>, 853–887.</li>\n  <li>Fan, Q.; Gu, S.C.; Wang, B.N.; Huang, R.B. Two Parameter Parabolic Mohr Strength Criterion Applied to Analyze The Results of the Brazilian Test.&nbsp;<em>Appl. Mech. Mater.</em>&nbsp;<strong>2014</strong>,&nbsp;<em>624</em>, 630–634.</li>\n</ol>"
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                    "value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>.&nbsp;</p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation.&nbsp;</p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D.&nbsp;</p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks.&nbsp;</p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.&nbsp;</p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete).&nbsp;</p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -&gt; Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has&nbsp;<strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation.&nbsp;</p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block&nbsp;</h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically.&nbsp;</p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner.&nbsp;</p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met.&nbsp;</p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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                                    "value": "<p>Detail 3D is essentially an extension of the current established IDEA StatiCa Detail application. It adds a new Model type 3D and with this comes the implementation of a method for calculating stress fields in 3D space called 3D CSFM. Calculations and checks are implemented for the Ultimate Limit State.</p>\n<p>Before going into the description of the functionalities of Detail 3D it will be good to point out the existence of Theoretical background, where you can read more technical details about the individual model entities and the calculations themselves.</p>\n<ul>\n  <li><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>IDEA StatiCa Detail – Structural design of concrete 3D discontinuities</strong></a></li>\n</ul>\n<p>In the first step, the user can select a new Model type on the initial screen (in the wizard), where several templates are available, and of course, the option to enter a model from scratch.</p>\n<figure data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b625d4c-9842-4ccc-b10b-89a82bceb111/3D%20Detail%20in%2024.1_1.png\" data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" alt=\"\"></figure>\n<p>As for 2D models, you can edit the Initial settings in the right part, such as Design code, Materials, and Concrete cover.</p>\n<p>After creating a blank model or a model from a template, options familiar to the 2D modeling environment are available.</p>\n<p>Options for working with multiple Project items can be found in the top ribbon, as well as the now standard Undo/Redo buttons, Labels view options, Gallery controls, calculation settings, and template management controls.</p>\n<figure data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d987045a-993e-403c-b17c-e48903b0005a/3D%20Detail%20in%2024.1_3.png\" data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" alt=\"\"></figure>\n<p>It also initializes the tree, whose first item, called by default DRM1, contains the default settings for the actual Project Item. Above the tree, you can find tools for manipulating the model.</p>\n<figure data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3381341d-56a3-49bf-b78c-dff47f501a72/3D%20Detail%20in%2024.1_4.png\" data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" alt=\"\"></figure>"
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                                            "value": "<h2>1 Nouveau projet</h2>\n<p>Démarrez <strong>IDEA StatiCa Connection</strong>. Tout commence sur l'onglet <strong>Acier</strong>.</p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Gardez le paramétrage par défaut</strong> pour la topologie d'ancrage et entrez dans l'application.</p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Conception</h2>\n<p><strong>Modifiez </strong>l'opération <strong>Pied de poteau </strong>pour obtenir la topologie finale d'un bloc de béton avec charge excentrée. Le<strong> transfert de l'effort de cisaillement</strong> est paramétré pour<strong> frottement</strong>.</p>\n<ul>\n  <li>Depuis la publication de la <strong>version 24.1, IDEA StatiCa Detail</strong> est <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">sorti de la version BÊTA</a> pour la <strong>conception d'ancrages 3D</strong>. Avec cette nouvelle version, le cisaillement peut être transféré à travers des <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">tiges, bêches et frottement</a>.</li>\n</ul>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><strong>Saisissez les efforts internes</strong> pour l'ancrage chargé biaxialement. Les efforts internes causent des contraintes de compression sur le contact entre le sol et le bloc de béton. Par défaut, on suppose un <a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">bloc de béton</a> fissuré.</p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Vérification</h2>\n<p><strong>Passez</strong> à l'onglet<strong> Vérification</strong> et <strong>Calculer</strong>. La vérification prouve le mode de rupture des tiges. Explorons-le plus en détail.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Découvrons les ruptures potentielles pour traction, cisaillement et interaction mutuelle selon <a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">EN 1992-4</a>.</p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Veuillez examiner la vérification détaillée</strong> <strong>des tiges</strong> car elle révèle une non-conformité sur la première page. <strong>Cela vous informera des vérifications que vous devez effectuer manuellement ou en utilisant d'autres méthodes</strong> parce qu'elles ne sont pas incluses dans IDEA StatiCa Connection. Il est recommandé de prendre les mesures nécessaires pour résoudre ce problème.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>En raison de l'échec de la <strong>vérification de l'ancrage&nbsp;</strong>:</p>\n<ul>\n  <li>Le problème est causé par la <strong>résistance à l'éclatement du béton pour les tiges en traction et cisaillement.</strong></li>\n  <li><strong>Ce problème peut être facilement résolu dans IDEA StatiCa Detail grâce à la méthode 3D CSFM</strong>. Cela vous aide à surmonter le modèle des blocs fissurés en béton standard dans IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Exportation</h2>\n<p>L'application<strong> IDEA StatiCa Connection</strong>, développée en interne,<strong> dispose désormais d'un </strong><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>lien BIM puissant </strong></a><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>avec Detail</strong></a>, permettant la conception et vérification des blocs de béton armé avec plusieurs combinaisons.</p>\n<p>Conditions préalables à l'exportation :</p>\n<ul>\n  <li>Le modèle doit être<strong> précalculé et les résultats doivent être inclus.</strong></li>\n</ul>\n<p>Allez à l'onglet <strong>Vérification -&gt; Vérification de béton armé -&gt; Enregistrer.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>L'exportation n'est autorisée que pour la topologie d'ancrage. L'<a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">exportation</a> permet le transfert de :</p>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection&nbsp;:</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : par adhérence / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h2>5 Conception</h2>\n<p>Cette section vous permet de modifier les éléments, appuis, charges et combinaisons et groupe de barres d'armature.</p>\n<h3>Appuis</h3>\n<p>Le sol présente une certaine rigidité qui doit être prise en compte pour une conception précise. L'<strong>appui superficiel</strong> permet la rigidité dans les trois directions et est défini comme <strong>inactif en traction par défaut</strong> (non-linéarité des limites).</p>\n<ul>\n  <li>Soyez prudent lorsque vous faites des hypothèses sur les conditions limites. Dans le cas de la non-linéarité, si les moments sont assez élevés, l'appui du bloc de béton en traction peut se retourner pendant l'analyse, provoquant des rotations importantes. Cela peut conduire à un modèle divergent en raison du mouvement du corps flexible.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Appareils de transfert</h3>\n<p>Les tiges sont reprises de IDEA StatiCa Connection. Deux types de tiges peuvent être sélectionnés.</p>\n<p>Tiges encastrées :</p>\n<ul>\n  <li>Tiges préinstallées ayant les mêmes attributs d'<a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#finite-element-types\">adhérence</a> que les barres de ferraillage.</li>\n</ul>\n<p>Tiges par adhérence :</p>\n<ul>\n  <li>Post-installés (tiges chimiques) avec la possibilité de personnaliser l'effort d'adhérence selon la résistance d'adhérence réelle.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Veillez au paramétrage correct de l'<strong>interconnexion avec le pied de poteau</strong>. Si les semelles sont importées à partir de l'application Connection, le <strong>transfert des efforts axiaux</strong> doit être <strong>désactivé</strong> et le <strong>transfert de cisaillement</strong> doit être <strong>activé</strong>. C'est parce que les tiges sont chargées directement par les efforts. Vous pouvez en savoir plus à ce sujet <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">ici</a>.</p>\n<p>Si vous conceviez des semelles à partir de zéro dans l'application Detail, les deux options seraient activées. Lors du transfert de cisaillement à travers les tiges, l'utilisateur doit déterminer quelles tiges supporteront l'effort de cisaillement et sélectionner la case à cocher correspondante. Ceci est conforme aux exigences de la norme EN qui spécifie que le cisaillement ne doit être attribué qu'aux tiges effectives pour la vérification de la rupture du bord de béton.</p>\n<h3>Ferraillage</h3>\n<p>Paramétrez l'enrobage en béton à 40 mm, ce qui sera utilisé comme valeur par défaut pour le ferraillage.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Sélectionnez le <strong>Groupe de barres d'armature (1) --&gt; Groupe de barres 3D (2) </strong>et remplissez les champs <strong>Diamètre</strong>, <strong>Attributs</strong> et <strong>Géométrie (3)</strong>.</p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez la <strong>Surface</strong>. Toutes les autres options sont conservées.</p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copiez </strong>l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Charges et combinaisons</h3>\n<p>Les combinaisons sont prises de IDEA StatiCa Connection. Toutes les conséquences de l'importation sont mentionnées en détail dans l'article <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection à Detail</a>.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<h2>6 Vérification</h2>\n<p><strong>Avant de démarrer l'analyse</strong>, nous recommandons vivement de <strong>changer le multiplicateur de maillage</strong> à deux afin d'accélérer le calcul. Cette étape n'est pas obligatoire mais elle peut réduire le temps de calcul et aider à identifier tout problème de divergence. <strong>Si tout se passe bien et aucun problème ne survient, vous pouvez revenir à un multiplicateur d'un</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Résultats</h2>\n<h3>Contrainte équivalente principale</h3>\n<p>La <strong>contrainte équivalente principale (EPS)</strong> dans le béton est déterminée selon le comportement de volume du bloc de béton. Les zones qui subissent la charge la plus élevée sont identifiées et mises en valeur. Afin de mieux comprendre le confinement par rapport à la compression uniaxe, la contrainte équivalente est calculée à l'aide de coefficient kappa. Plus d'informations sur la contrainte équivalente principale sont fournies dans <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#ultimate-limit-state-checks\">cet article de la Base théorique.</a></p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Contrainte dans les barres d'armature</h3>\n<p><strong>Lors de la vérification de ferraillage</strong>, il est essentiel de noter que la tige proche du coin est utilisée au maximum.</p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>En affichant l'utilisation du ferraillage, l'utilisateur peut clairement voir quel ferraillage contribue au transfert de la charge et à la prévention de la rupture du cône de béton.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Ancrage</h3>\n<p>Vérifiez les paramètres de l'<strong>ancrage</strong> et activez l'option <strong>Effort total dans les tiges</strong>. Les efforts dans les tiges peuvent varier légèrement en raison des différentes approches de calcul concernant le bloc de béton. Cependant, les différences ne sont pas significatives.</p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Déformations</h3>\n<p>Passez à <strong>Complémentaire</strong> et activez l'option <strong>Déformation</strong>.</p>\n<p>Il n'est pas nécessaire d'effectuer une vérification de déformation pour ELU mais il est vivement recommandé de vérifier la déformation après l'analyse pour s'assurer que le modèle ne subit pas de déformation importante, de rotation importante ou qu'aucun élément fini n'est endommagé. Cela permet d'avoir une vue d'ensemble des résultats de l'analyse et d'identifier les problèmes qui ont pu se produire lors de l'analyse.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Rapport</h2>\n<p>Enfin, passez à l'<strong>Aperçu/Impression de rapport</strong>. IDEA StatiCa offre un rapport entièrement personnalisable à imprimer ou enregistrer dans un format modifiable.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>Vous avez vérifié l'ensemble de la conception de l'attache selon les normes EN 1993-1-8 et EN 1992-4. La partie en acier a été vérifiée dans IDEA StatiCa Connection et le bloc de béton a été vérifié dans IDEA StatiCa Connection et Detail.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3093d2f3_fd32_01b1_7756_3728b23df3df\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c241a84c_e373_0189_6fd5_29b91c19ae75\"></object>"
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                                            "value": "<p>L'Eurocode spécifie plusieurs modes de rupture des tiges et des semelles en béton et les divise selon leur type de charge. Dans <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, on pouvait déjà évaluer les tiges avec certaines limitations&nbsp;: il fallait faire des évaluations manuellement.</p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>En même temps, il était impossible de prendre en compte le ferraillage des blocs de béton. Ceci change maintenant avec IDEA StatiCa Detail 3D, qui ajoute plus de possibilités. IDEA StatiCa Detail 3D n'offre pas d'évaluations habituelles définies dans la norme pour le béton standard. Cependant, avec l'analyse MEF, nous pouvons vérifier si le béton armé satisfait la charge spécifiée et si <strong>la rupture du béton qui correspondrait </strong>à ces conditions est empêchée. Les applications fonctionnent indépendamment et peuvent être utilisées séparément, mais grâce au <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">lien entre Connection et Detail</a>, il est également possible d'utiliser Detail uniquement comme calcul complémentaire.</p>\n<p>Passons maintenant aux conditions de l'Eurocode une par une et les possibilités offertes par les applications.</p>\n<h2>Effort de traction</h2>\n<p>L'Eurocode divise le premier type de charge (<strong>effort de traction</strong>) en 6 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d, e, f) et deux autres pour les semelles avec ferraillage (g, h).</p>\n<p>L'image ci-dessous montre schématiquement quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.1) pour la conception des ancrages <strong>(CBFEM)</strong>, tandis que IDEA StatiCa Detail est entièrement basé sur la méthode des éléments finis <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Certaines options d'évaluation se chevauchent donc dans les deux applications, mais toujours avec une méthode différente.</p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>Les méthodes mises en œuvre dans le logiciel permettent seulement l'utilisation du béton standard dans Connection, tandis que <strong>seulement les semelles en béton armé peuvent être considérées dans Detail</strong>.</p>\n<figure data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/504267ed-44f6-46ae-9b15-33d57f0af506/failures.png\" data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" alt=\"\"></figure>\n<p>Les principales hypothèses et limites de l'analyse pour IDEA StatiCa Detail 3D sont énumérées dans l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues</a>.</p>\n<h4>a) Rupture d'acier</h4>\n<p>La rupture d'acier des tiges<strong> chargées en traction</strong> est vérifiée dans les deux applications. La résistance à la traction de la tige est vérifiée dans Connection selon la formule suivante :</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>Dans Detail, les tiges sont vérifiées comme les barres de ferraillage ordinaires selon les diagrammes contrainte-déformation définis pour des matériaux particuliers tout en utilisant la valeur de la déformation limite de 5% au maximum (calculée selon l'effet de raidissement par traction, voir plus d'informations dans la Base théorique).</p>\n<h4>b) Rupture du cône de béton</h4>\n<p>La rupture du cône de béton peut être vérifiée dans Connection. Cependant, dans Connection, l'application ne peut prendre en compte que le <strong>béton standard</strong>.</p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Par conséquent, en cas de rupture du cône de béton, il convient de passer à IDEA StatiCa Detail où il est possible d'effectuer une analyse de l'ensemble du bloc de béton armé. La résistance à la traction du béton est négligée de manière conservatrice, ce qui signifie que la capacité portante en cas de rupture du cône est déterminée par la quantité de ferraillage spécifiée de manière significative. Dans l'image ci-dessous, vous pouvez voir les <strong>directions des contraintes principales</strong> qui indiquent la forme du cône mentionné ci-dessus. Dans la partie droite, vous pouvez voir les valeurs des contraintes de béton qui sont comparées avec les valeurs limites.</p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4>c) Rupture par arrachement</h4>\n<p>Cette vérification n'est disponible dans Connection que pour certains cas (voir la première image dans cet article). Une évaluation supplémentaire est nécessaire pour les tiges mécaniques post-installées.</p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>Dans Detail, il est possible de mettre en place des <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">tiges par adhérence</a> et spécifier la résistance d'adhérence de conception selon leurs paramètres techniques. Les tiges seront ensuite vérifiées sur la base de ces paramètres. (Applicable uniquement pour le béton armé).</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Rupture par arrachement et rupture de béton des moyens d'assemblage adhérents</h4>\n<p>Cette rupture ne peut être détectée que dans Detail où les contraintes de béton et les zones d'ancrage sont évaluées à l'aide de 3D CSFM. Le mécanisme de la rupture combinée par arrachement et du béton dans Detail est basé sur les principes définis ci-dessus et son évaluation fait partie de la vérification de la résistance du béton et de l'ancrage. (Applicable uniquement pour le béton armé).</p>\n<h4>e) Rupture fragile de béton</h4>\n<p>Il n'est pas possible de l'évaluer dans Connection. Dans Detail, la rupture fragile est généralement un problème de béton standard où l'utilisation de ferraillage empêche sa production. En même temps, il est possible de voir les contraintes et déformations du ferraillage en compression ou traction et aussi du béton en compression dans l'application Détail.</p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Rupture par éclatement de béton</h4>\n<p>Pour le béton standard, une vérification empirique selon l'Eurocode dans Connection est possible.</p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>Pour les éléments avec ferraillage, il est possible d'utiliser Detail. La rupture par éclatement du béton est couverte par l'analyse de la résistance du béton lorsque les contraintes de traction sont transférées uniquement par le ferraillage (comme mentionné plusieurs fois ci-dessus).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>g) Rupture d'acier du ferraillage</strong></p>\n<p><strong>h) Rupture d'ancrage du ferraillage</strong></p>\n<h2>Charge de cisaillement</h2>\n<p>L'Eurocode divise le deuxième type de charge<strong> </strong>(<strong>effort de cisaillement</strong>) en 4 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d) et deux autres pour les semelles armées (e, f).</p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>L'image ci-dessous montre <strong>schématiquement</strong> quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.2) <strong>pour la conception d'ancrage </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a>. Tous les types de rupture causés par l'effort de cisaillement peuvent être évalués dans l'application Connection.</p>\n<figure data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5929bf71-34da-46ae-b406-852cc91bcfc6/28.png\" data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" alt=\"\"></figure>\n<p>Dans IDEA StatiCa Detail 3D, le cisaillement peut être transféré par frottement, tiges ou bêches. Il est important de préciser que seules les semelles sont évaluées. Les tiges et bêches doivent être vérifiées dans Connection ou ailleurs. Encore une fois, il faut souligner que seul le béton armé est autorisé.</p>\n<h4>a) Rupture d'acier sans bras de levier</h4>\n<p>La rupture d'acier sans bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>b) Rupture d'acier avec bras de levier</h4>\n<p>La rupture d'acier avec bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>c) Rupture par effet de levier du béton</h4>\n<p>La rupture par effet de levier du béton des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>La capacité de cisaillement de béton à travers le pied de poteau est ensuite évaluée dans l'application Detail.</p>\n<h4>d) Rupture du bord de béton</h4>\n<p>La rupture du bord de béton des tiges chargées en cisaillement n'est vérifiée dans Connection que pour le béton standard. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>La rupture du bord de béton peut être vérifiée dans Detail (béton armé uniquement).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>e) Rupture d'acier du ferraillage supplémentaire</strong></p>\n<p><strong>f) Rupture d'ancrage du ferraillage supplémentaire</strong></p>\n<h2>Conclusion</h2>\n<p>L'avantage le plus significatif peut être trouvé dans des exemples tels que l'ancrage près d'un bord et d'autres cas où le béton standard ne correspond pas à la charge requise. Il faut spécifier que les tiges et bêches doivent faire l'objet d'une évaluation supplémentaire dans Connection, mais ensemble, ces deux outils fournissent une solution complète.</p>\n<p>En raison de la méthode et de la manière dont l'application est conçue, l'<strong>application Detail ne convient qu'aux semelles armées.</strong></p>"
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                                                    "value": "<p>IDEA StatiCa est un outil permettant de résoudre des tâches complexes en 3D et est entièrement vérifié pour l'ancrage dans des blocs de béton. Cette solution vous permet d'effectuer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU). Nous disposons ainsi d'un outil permettant de saisir tous les types de <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">ruptures de béton</a> pour les fondements. Avec IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> pour la vérification des ancrages, nous proposons un ensemble complet pour tous ceux qui travaillent avec les assemblages acier-béton.</p>\n<p>L'amélioration du transfert de cisaillement, amélioration des résultats et intégration simplifiée entre <strong>IDEA StatiCa Connection</strong> et <strong>IDEA StatiCa Detail</strong>, ainsi que les vérifications, signifient que la solution est maintenant entièrement capable de traiter des exemples réels et pratiques de n'importe quel type d'ancrage.</p>\n<h3>Quelles sont les améliorations principales par rapport à la version BÊTA ?</h3>\n<ul>\n  <li><strong>Appareils de transfert de cisaillement :</strong> Entités fondamentales qui permettent la conception générale de tous les types d'ancrage <strong>(tiges, bêches et frottement)</strong>. Tous les types correspondent aux options dans IDEA StatiCa Connection, ce qui permet une importation aisée. Lisez la note de publication séparée consacrée aux <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Appareils de transfert de cisaillement</a>.</li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n  <li><strong>Sections des résultats&nbsp;</strong>: Dans le cadre des améliorations pour mieux comprendre les résultats, Detail offre la possibilité de voir le comportement réel de la structure. Lire la note de publication séparée : <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n  <li><strong>Exportation complète de Connection avec de nouvelles entités : </strong>L'importation est possible, y compris toutes les informations sur les matériaux, les types de tiges et leurs traitements finaux. Lire la note de publication séparée : <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection vers Detail</a></li>\n  <li><strong>Grille du plan de travail&nbsp;:</strong> Une nouvelle grille facilite l'identification des surfaces lors de la modélisation, ferraillage, création de sections, etc. Lire la note de publication séparée : <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Amélioration de la modélisation – Grilles et poids propre</a></li>\n  <li><strong>Poids propre :</strong> L'application inclut un autre type de charge, le poids propre. Il est automatiquement calculé en fonction des dimensions et matériau sélectionné.</li>\n  <li><strong>Maillage affiné autour des tiges :</strong> Le maillage autour des tiges a été localement affiné pour obtenir des résultats précis. Ce paramétrage ne peut pas être modifié. Le maillage est généré automatiquement.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Description complète des fonctionnalités de 3D Detail.</a></p>\n<p><em>Note : Actuellement pour l'Eurocode (EN) seulement.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b335540c_7ff4_017f_4617_c09c66db4e89\"></object>\n<h3>Limites connues de 3D Detail</h3>\n<p>Comme Detail n'est qu'un outil qui ne peut pas remplacer le jugement des ingénieurs, il est nécessaire de bien comprendre ses fonctions, ses avantages et ses limites. Lisez les limites qui doivent être prises en compte :</p>\n<ul>\n  <li>La solution ne convient qu'au<strong> béton armé.</strong></li>\n  <li>L'application fournit des<strong> vérifications ELU</strong> conformément à la norme EN.</li>\n  <li><strong>Un seul bloc de béton</strong> est autorisé dans Detail.</li>\n  <li>Dans Detail, les tiges ne sont vérifiées que pour la résistance à la traction. Il est nécessaire d'<strong>utiliser Connection pour les vérifications de cisaillement et d'interaction</strong>.</li>\n  <li>Seuls les modèles <strong>ancrés par un pied de poteau</strong> et <strong>seulement</strong> <strong>contact direct </strong>peuvent être importés dans Detail (à partir de Connection).</li>\n  <li><strong>Les charges importées et saisies par l'utilisateur ne peuvent pas être combinées dans le même modèle.</strong></li>\n</ul>\n<p>Pour une liste complète des limites et des explications complémentaires, consultez l'article : <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail</a></p>\n<h3>Vérifications</h3>\n<p>Nous soulignons encore une fois que, bien que Detail 3D soit une solution générale pour modéliser n'importe quel détail, nous vérifions les exemples étape par étape. L'accent est actuellement mis sur la vérification des fonctionnalités liées à l'<a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">ancrage</a>. Vous trouverez ci-dessous une vue d'ensemble des cas d'utilisation possibles et projets de développement ultérieurs :</p>\n<table><tbody>\n  <tr><td><strong>Cas d'utilisation</strong></td><td><strong>Fonctionnalité prête</strong></td><td><strong>Vérification fournie</strong></td><td><strong>Vérification dans la version</strong></td></tr>\n  <tr><td>Fondements des poteaux en acier</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Ancrages généraux des éléments en acier<br>\n(poutres, contreventements, tiges de levage...)</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Utilisation générale de Detail 3D pour d'autres cas (têtes de pieux, têtes de piliers, etc.)</td><td>OUI</td><td>NON</td><td>en cours de développement</td></tr>\n  <tr><td>Type de modèle de voile</td><td>NON</td><td>NON</td><td>en cours de développement</td></tr>\n</tbody></table>\n<p>Nous mettons continuellement à jour et ajoutons de nouvelles <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&amp;label=detail_3d\">vérifications pour 3D Detail</a> où nous vérifions la fonctionnalité et les hypothèses. 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                                                                              {
                                                                                "codename": "rn_24_1__advanced_modeling_and_ux_in_detail",
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                                                                                "urlSlug": "fast-and-intuitive-modeling-in-detail",
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                                                                              {
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                                                                              {
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                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__measure_tool_in_connection",
                                                                                "linkId": "f45ea370-25e6-41b7-8b46-dcd1321357c7",
                                                                                "urlSlug": "measuring-tool",
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                                                                              {
                                                                                "codename": "rn_24_1__ui_improvements_in_connection",
                                                                                "linkId": "fb77fca1-385b-46a4-b900-6abfb43459f3",
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                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__new_property_grid_in_connection",
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                                                                                "urlSlug": "multiselect-and-multiedit-in-the-connection-app",
                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__ram_memory_consumption_dramatically_decre",
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                                                                              {
                                                                                "codename": "rn_24_1__regional_improvements_in_connection",
                                                                                "linkId": "c45b2f39-b0a5-483f-a187-0c9e3d67683e",
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                                                                              {
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                                                                                "urlSlug": "automatic-anchoring-code-selection-with-hooked-anchors",
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                                                                              {
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                                                                                "linkId": "939df342-cb53-4862-aef6-f71038dcbd91",
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                                                                              {
                                                                                "codename": "rn_24_1__multi_management_tools_in_checkbot",
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                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__parameters_made_useful_for_everyone",
                                                                                "linkId": "634feb76-63f1-49fd-b680-f4ff75195c99",
                                                                                "urlSlug": "parameters-are-useful-for-everyone",
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                                                                              {
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                                                                                "urlSlug": "hilti-profis-plugin-in-checkbot",
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                                                                            "name": "Content",
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                                                                            "value": "<p>À part les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux de la version 24.1</a>, lisez la liste complète de la nouvelle fonctionnalité&nbsp;:</p>\n<h2>Conception en béton</h2>\n<p><strong>Detail 3D (exclusivement Eurocode)</strong></p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est hors de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> par des tiges, bêches et frottement</li>\n  <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Exportation complète de Connection avec des nouvelles entités</a></li>\n  <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a> – vérifications des sections, contrainte</li>\n  <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Grilles du plan de travail</a> pour la conception des nouvelles entités</li>\n  <li>Maillage fin autour des tiges et stabilité de l'application</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Nouveaux modèles</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Combinaisons ELS améliorées</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Rigidité des appuis ponctuels</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (exclusivement Eurocode)</li>\n</ul>\n<h2>Conception en acier</h2>\n<ul>\n  <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Outil de mesure dans Connection</a></li>\n  <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion des éléments du projet et matériaux</a></li>\n  <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Sélection et édition multiple dans Connection</a></li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Réponse rapide de l'application avec annulation rapide des calculs</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/project-item-and-material-management\">Calculs de voilement dans le menu backstage</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/regional-improvements-in-24-1\">Base théorique dans le rapport</a> en italien et portugais</li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/how-to-import-a-plate-from-dxf\">Importation facile des formes de platine de DXF</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/modeles-parametriques-dans-la-bibliotheque-des-attaches\">Modèles paramétriques de conception améliorés</a></li>\n  <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Améliorations régionales</a></li>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Maillage autour des trous pour les boulons et axes d'articulation</a></li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Gestion multiple et outils de groupement dans Checkbot</a></li>\n  <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Paramètres utiles pour tout le monde</a></li>\n  <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Plug-in HILTI PROFIS dans Checkbot</a></li>\n  <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">Importations de MEF vers Checkbot 60% plus rapides</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/exporting-an-ifc-file-from-idea-statica\">Exportation IFC depuis Checkbot</a></li>\n  <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Importation avancée des connecteurs depuis des outils DAO</a></li>\n  <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Liens BIM autorisés dans la version 24.1</a></li>\n</ul>\n<h2>Usage et Licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Paramétrage des projets</a></li>\n  <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Préférences partagées à travers la gamme complète des outils</a></li>\n  <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Authentification unique (SSO) pour usage public</a></li>\n  <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Comblement de l'écart entre Viewer et Connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/license-usage-analytics-in-the-user-portal\">Rapports d'usage de licence au Portail d'utilisateur</a></li>\n</ul>\n<h2>Notes de publication complètes</h2>\n<p>Ci-dessous, vous pouvez télécharger les <strong>Notes de publication </strong>pour IDEA StatiCa 24.1 en format PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f77b166e_fd7a_0112_b176_a3fb4885c324\"></object>"
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                                                                                      {
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                                                                                      {
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                                                                                      {
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                                                                                      {
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                                                                                      {
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                                                                                        "urlSlug": "fatigue-analysis-how-the-results-are-displayed",
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                                                                                      {
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                                                                                        "urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_22_0",
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                                                                                      {
                                                                                        "codename": "rn_21_1__bearing_type_options_for_bolts",
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                                                                                        "urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
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                                                                                      {
                                                                                        "codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
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                                                                                      {
                                                                                        "codename": "rn_21_1__slip_resistance_check_update_according_to",
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                                                                                        "urlSlug": "slip-resistance-check-update-according-to-sp-16",
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                                                                                      {
                                                                                        "codename": "rn_22_0__connection_browser_ii",
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                                                                                        "urlSlug": "company-sets-selection-in-the-connection-browser",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_1",
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                                                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
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                                                                                      {
                                                                                        "codename": "section_model_view___drawings___sketches____copy_",
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                                                                                        "urlSlug": "mise-a-jour-du-solutionneur-cbfem",
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                                                                                      {
                                                                                        "codename": "condensed_elements",
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                                                                                        "urlSlug": "condensed-superelements-invisible-but-essential",
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                                                                                      {
                                                                                        "codename": "differences_in_results_between_version_21_and_olde",
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                                                                                        "urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_0_d5c25f3",
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                                                                                      {
                                                                                        "codename": "rn_20_1__improved_model_of_contacts",
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                                                                                        "urlSlug": "an-improved-model-of-contacts",
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                                                                                      {
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                                                                                      {
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                                                                                      {
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_steel_20_1",
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                                                                                      {
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                                                                                    "value": "<h2>Compatibilité des versions</h2>\n<p>La version du logiciel IDEA StatiCa (par exemple 22.1.3.0789) est décrite par un numéro composé de la version majeure (22), la version mineure (.1), le numéro de correctif (.3) et le numéro de build (.0789).</p>\n<p>Chaque version majeure et mineure des applications IDEA StatiCa modifie les données du projet et les rend impossibles à utiliser dans les versions précédentes. Cela signifie que si vous créez ou enregistrez un projet dans la version 22.1, vous ne pouvez pas l'ouvrir dans la version 22.0.</p>\n<p>Cependant, les correctifs de la même version sont compatibles, donc si vous créez ou sauvegardez un projet dans le correctif 22.1.3, vous pouvez toujours l'ouvrir dans le correctif 22.1.0.</p>\n<p>Le <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a> génère toujours des fichiers de projet dans la dernière version de IDEA StatiCa et le dernier correctif publié.</p>\n<h2>Ouvrir un ancien projet dans une version plus récente</h2>\n<p>Les modèles conçus dans des versions antérieures de IDEA StatiCa peuvent présenter des différences lorsque vous passez à la version la plus récente. Lors de la mise à jour vers une version plus récente du programme, vous pouvez rencontrer certaines différences associées à l'ouverture de modèles créés dans des versions antérieures.</p>\n<p>Pour vous tenir au courant, veuillez lire les <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">notes de publication</a> pour chaque version majeure et mineure publiée, ainsi que les mises à jour des correctifs et les <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">listes des bogues résolus</a>.</p>\n<p>Vous trouverez ci-dessous une liste des principales modifications apportées à chaque nouvelle version du programme qui peuvent entraîner des changements des résultats :</p>\n<h3>Changements dans la version 25.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Analyse géométrique non linéaire</a> (GMNA)</li>\n  <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Zone d'épandage de soudure</a></li>\n</ul>\n<p>Lire les <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">points principaux</a> et la <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 25.0.</p>\n<h3>Changements dans la version 24.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de la norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Amélioration du maillage autour des trous de boulons et articulations</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est sorti de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> à travers les tiges, bêches et frottement</li>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (Eurocode uniquement)</li>\n</ul>\n<p>Lire les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux</a> et la <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.1.</p>\n<h3>Changements dans la version 24.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (correctif 23.1.1)</li>\n  <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Étendre l'élément à l'aide de l'opération de coupe</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (correctif 23.1.2)</li>\n</ul>\n<p>BIM et SERVICES CLOUD</p>\n<ul>\n  <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Centre de conception structurale gratuit pour tous les logiciels MEF et DAO autorisés</a> et arrêt des plugins Viewer gratuits</li>\n</ul>\n<p>Lisez les <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">points principaux</a> et la <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.0.</p>\n<h3>Changements dans la version 23.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Soudures - autoconception, saisie, avertissements, visualisation</a></li>\n  <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Saisie et visualisation de la position de l'effort de cisaillement</a> (depuis le correctif 23.0.5)</li>\n  <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Réduction de la limite d'élasticité pour les sections creuses en acier à grande résistance</a></li>\n  <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Avertissement pour les soudures et boulons reliant les mêmes platines</a> (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Reconnaissance des fourrures</a> (depuis le correctif 23.0.3)</li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction des boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Calcul détaillé des valeurs des matériaux de conception des assemblages affichées dans le tableau des résultats des platines</a></li>\n  <li>Classes des matériaux d'acier et boulons selon AISC360-22 (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Détection des singularités dans Member</a> (depuis le correctif 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Notes de publication de IDEA StatiCa 23.1.</a></p>\n<h3>Changements dans la version 23.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Vérifications de qualification des assemblages sismiques préqualifiés pour AISC</a></li>\n  <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Mise à jour des normes ANSI/AISC 360-22, CSA S16:19 et des sections Taïwan</a></li>\n  <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Tiges détachées</a> (depuis le correctif 22.1.5)</li>\n  <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Mises à jour de l'Eurocode pour les éléments à voile mince et tiges</a></li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction pour les boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Indexation des bords dans les modèles Member et Connection</a></li>\n  <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Sélection des extrêmes de charge</a> (depuis le correctif 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Fonctionnalité de vérification des contraintes limitée dans Detail</a></li>\n  <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implémentation des pertes à long terme dans Detail</a></li>\n  <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Améliorations pour ACI 318-19 dans Detail</a></li>\n  <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Améliorations de l'arrondissement impérial dans Detail</a></li>\n  <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Temps équivalent pour la flèche dans Beam</a> (depuis le correctif 22.1.3)</li>\n  <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Maillage triangulaire en béton dans Member</a></li>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Notes de publication de IDEA StatiCa 23.0</a>.</p>\n<h3>Changements dans la version 22.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle par rapport au grain des assemblages acier-bois</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Solutionneur GMNIA étendu aux effets de cisaillement et de torsion</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Notes de publication de IDEA StatiCa 22.1.</a></p>\n<h3>Changements dans la version 22.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Charges en équilibre par défaut</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Analyse de fatigue - comment les résultats sont affichés</a></li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Avertissement concernant les boulons traversants pour les sections creuses</a></li>\n  <li>Mise à jour de Connection Lite</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Mise à jour de la définition de l'excentricité d'effort normal pour les poteaux en béton selon l'Eurocode</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Notes de publication de IDEA StatiCa 22.0</a>.</p>\n<h3>Changements dans la version 21.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Options de type de pression diamétrale pour les boulons dans la version 21.1 et suivantes</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Vérifications spécifiques des soudures selon l'Eurocode (EN) et la norme indienne (IS)</a></li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Mise à jour de vérification de résistance au glissement selon SP 16</a></li>\n</ul>\n<p>Pour les utilisateurs de <strong>Gestionnaire des modèles</strong>, utilisez la version 21.1 pour <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transférer vos conceptions dans la nouvelle Connection Library</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Notes de publication de IDEA StatiCa 21.1</a>.</p>\n<h3>Changements dans la version 21.0</h3>\n<p>Le changement le plus important depuis la version 21.0 concerne le modèle analytique des éléments dans Connection, veuillez lire l'article <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Mise à jour du solutionneur CBFEM</a> et l'article de blogue <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Super-éléments condensés - invisibles mais essentiels</a>. L'impact des changements est également décrit dans l'article <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Améliorations du modèle d'analyse dans IDEA StatiCa version 21.0</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Notes de publication de IDEA StatiCa 21.0</a>.</p>\n<h3>Changements dans la version 20.1</h3>\n<p>Nous indiquons ici les articles décrivant les principales différences entre l'ancienne et la nouvelle version.</p>\n<ul>\n  <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Modèle amélioré des contacts</a></li>\n  <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Modèle amélioré pour les soudures bout à bout</a></li>\n  <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Distances d'appui des boulons pour l'Eurocode</a></li>\n  <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Excentricité de platine de raccordement</a></li>\n</ul>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.1</a> et <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.1.</a></p>\n<h3>Changements dans la version 20</h3>\n<p><strong>Refonte de l'opération de fabrication des cornières</strong></p>\n<p>Dans la version précédente, l'opération de fabrication des cornières faisait parfois intervertir les ailes des sections en L, principalement lors de la rotation de l'élément autour de l'axe longitudinal. Désormais, les sections en L sont positionnées correctement et l'orientation des ailes est maintenue lors de l'introduction de rotation de l'élément. Le nouveau mécanisme est basé sur un nouveau positionnement de l'élément (par ses coordonnées locales - plutôt que par ses rotations).</p>\n<p><strong>Systèmes de coordonnées locales des éléments dans les applications MEF/DAO</strong></p>\n<p>Toutes les entités dans les applications MEF/DAO sont créées de manière à ce que leur axe de définition ait un début et une fin. Ces deux points sont pris comme vecteur pour définir le système de coordonnées locales de l'élément. Ces informations sont stockées dans chaque projet d'application MEF/DAO et peuvent être utilisées lors de l'importation. Nous en avons profité pour améliorer l'exactitude de l'importation de la géométrie par notre lien BIM. De l'autre côté, cela change les conditions et l'utilisateur doit faire attention à la façon dont le modèle est créé dans MEF/DAO parce que cela a un impact sur le modèle CBFEM dans Connection. Nous recommandons de faire attention lors de l'importation des projets MEF/DAO dans la version 20, le système de coordonnées locales des éléments peut changer avec le modèle et la différence par rapport au modèle importé dans les versions précédentes est éminente.</p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"\"></figure>\n<p><strong>Compatibilité des projets d'application Member</strong></p>\n<p>L'application IDEA StatiCa Member passe par un développement agile, en particulier l'architecture de stockage des données et l'interface utilisateur guidée. Sur cette base, il est évident que les projets créés dans les anciennes versions peuvent ne pas être ouverts correctement dans la version 20 ou que l'application peut ne pas les ouvrir. Veuillez en tenir compte et excuser IDEA StatiCa pour la gêne occasionnée.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.0</a> et <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changements dans la version 10.1 et antérieures</h3>\n<p>L'une des raisons de la nouvelle interface graphique est que beaucoup d'ingénieurs disaient : «&nbsp;IDEA StatiCa Connection doit être plus à l'abri des erreurs&nbsp;». Ces «&nbsp;erreurs&nbsp;» sont généralement liées à :</p>\n<ul>\n  <li>La définition correcte&nbsp;de la <strong>longueur</strong> <strong>des éléments</strong> – dans le cas d'éléments extrêmement courts ou longs, cela peut avoir une influence considérable sur les résultats. Depuis la version 9, IDEA StatiCa Connection définit automatiquement une longueur appropriée pour tous les éléments.</li>\n  <li><strong>Soudures </strong>– la redistribution plastique des contraintes est de loin la méthode de conception la plus précise pour les soudures et a été introduite dans la version 7.1. Au cours de la version 8 – et pendant une période de transition – elle était la méthode par défaut et coexistait avec les autres méthodes d'évaluation. Depuis la version 9, cette méthode est la seule option disponible et les autres méthodes d'évaluation ont été supprimées afin d'éviter toute confusion parmi les utilisateurs, comme nous l'avons constaté par l'intermédiaire de notre service d'assistance. Cela permet de s'assurer que toutes les soudures du projet sont conçues en toute sécurité et qu'elles sont conformes à la norme.</li>\n</ul>\n<p>Nous avons mis en place plusieurs <strong>mécanismes de vérification</strong> pour IDEA StatiCa Connection depuis la version 9.0 – vérification automatique lorsque l'assemblage est modélisé d'une manière recommandée (vérification des singularités, longueurs des éléments, décalages...). Si l'assemblage n'est pas modélisé correctement, le calcul est interrompu ou un message d'erreur est affiché. Veuillez noter qu'en raison de toutes ces améliorations, l'ouverture de projets provenant de versions antérieures peut engendrer une géométrie de modèle différente qui peut nécessiter des modifications supplémentaires.</p>\n<p>Nous avons également amélioré le <strong>maillage </strong>des sections creuses – IDEA StatiCa Connection depuis la version 9.0 génère un maillage plus fin sur les éléments avec sections creuses, ce qui peut conduire à des résultats légèrement différents par rapport aux versions antérieures.</p>\n<p>Nous affichons l'avertissement de compatibilité à chaque ouverture d'un projet provenant des anciennes versions :</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"\"></figure>"
                                                                                  },
                                                                                  "regions": {
                                                                                    "name": "Region",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "EMEA",
                                                                                        "codename": "emea"
                                                                                      },
                                                                                      {
                                                                                        "name": "APAC",
                                                                                        "codename": "apac"
                                                                                      },
                                                                                      {
                                                                                        "name": "AMER",
                                                                                        "codename": "amer"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "region"
                                                                                  },
                                                                                  "product_groups": {
                                                                                    "name": "Product group",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Steel",
                                                                                        "codename": "steel"
                                                                                      },
                                                                                      {
                                                                                        "name": "Concrete",
                                                                                        "codename": "concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Connection design",
                                                                                        "codename": "connection_design"
                                                                                      },
                                                                                      {
                                                                                        "name": "Member design",
                                                                                        "codename": "member_design"
                                                                                      },
                                                                                      {
                                                                                        "name": "Reinforced concrete",
                                                                                        "codename": "reinforced_concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Prestressed concrete",
                                                                                        "codename": "prestressed_concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Licensing",
                                                                                        "codename": "licensing"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "product_group"
                                                                                  },
                                                                                  "support_center_article_types": {
                                                                                    "name": "Support center article",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Knowledge base",
                                                                                        "codename": "knowledgebase_article"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "support_center_article"
                                                                                  },
                                                                                  "expertise_levels": {
                                                                                    "name": "Expertise level",
                                                                                    "type": "taxonomy",
                                                                                    "value": [],
                                                                                    "taxonomyGroup": "expertise_level"
                                                                                  },
                                                                                  "labels": {
                                                                                    "name": "Labels",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Connection",
                                                                                        "codename": "connection"
                                                                                      },
                                                                                      {
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Correction des problèmes avec le lien BIM avec Tekla.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0451b73e_79da_0199_f885_577290bece4f\"></object>\n<h2>Version 21.1.9</h2>\n<p>Publiée 17 octobre, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n85a2ede4_08fc_016d_8fe5_8c458e110e7f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8a92659d_4cbc_0198_ac76_66b43239073d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2b0182c5_9856_01bf_04f6_3d930d53b58e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n691de9f1_106b_0169_3c8d_58340d69b810\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4523f7bb_9495_017c_5aca_f4b413531891\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7b792bb4_f4af_013c_65e0_e2607eb15c91\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4721e836_54a9_0104_a6e1_dd36fccb568b\"></object>\n<h2>Version 22.1.6</h2>\n<p>Publiée 27 avril, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n668bf0d2_2775_0108_8948_697a8468edd1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n393aa525_19a2_0108_4d7b_645992987d52\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" 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data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d0704db9_14ba_01ba_689b_38a0388645aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n166f4ac8_8eac_01e6_bf8b_2f1e2b067627\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8600e943_db4a_018b_2be9_d800d34189a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bf725b77_bb94_0156_e917_18c1c00da809\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d7018308_7d81_0199_f616_0223ad3d9d12\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1b12be00_deda_01c6_a9de_743c9a44f0e7\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n76a84e3c_4f6c_019c_0cd0_a343c0fdd96f\"></object>\n<h2>Version 21.1.8</h2>\n<p>Publiée 27 avril, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17d20cb1_a2ef_0121_e13d_cdd383715bd1\"></object>\n<h2>Version 21.1.7</h2>\n<p>Publiée&nbsp;5 janvier, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8427ee28_6709_014a_59dc_20f917e59770\"></object>\n<h2>Version 21.1.6</h2>\n<p>Publiée le 6 mai, 2022</p>\n<p>Nous avons amélioré la manière de réserver et libérer les sièges de licence dans le pool de licences de votre entreprise. Les nouveaux dialogues rendent l'identification des sièges occupés/disponibles plus facile. Vous pouvez aussi facilement définir quand votre siège devrait retourner au pool. En lire plus de comment <a data-item-id=\"92fb3b9d-2841-414f-9631-7f2e4f9ea57a\" href=\"\">Réserver/libérer les sièges du pool de licences</a>.</p>\n<p>Conséquences des changements du système des licences</p>\n<ul>\n  <li>Seule la version 21.1.6 peut être démarrée au même temps que la version 22 sur le même ordinateur.</li>\n  <li>Si vous voulez démarrer une version antérieure (20, 20.1, 21.0, 21.1), il faut tout d'abord fermer la session dans IDEA StatiCa 21.1.6 ou ultérieure.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f3ae67b2_6af3_01b6_75bd_3e3084a5b94a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b61c0246_2a6f_0106_b3e6_09fcea5ece81\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d30927e_5eaf_0153_43e6_d7453034ebf6\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n12f07c7c_2720_01dd_3b3c_14a27129c4b8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n23bb2066_c1b3_0106_7d47_8115467f9998\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0e9c6f34_b6ca_0187_e98a_e2d086bec5a2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_0\"></object>"
                                                                                          },
                                                                                          "regions": {
                                                                                            "name": "Region",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "AMER",
                                                                                                "codename": "amer"
                                                                                              },
                                                                                              {
                                                                                                "name": "EMEA",
                                                                                                "codename": "emea"
                                                                                              },
                                                                                              {
                                                                                                "name": "APAC",
                                                                                                "codename": "apac"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "region"
                                                                                          },
                                                                                          "product_groups": {
                                                                                            "name": "Product group",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Steel",
                                                                                                "codename": "steel"
                                                                                              },
                                                                                              {
                                                                                                "name": "Concrete",
                                                                                                "codename": "concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Licensing",
                                                                                                "codename": "licensing"
                                                                                              },
                                                                                              {
                                                                                                "name": "Connection design",
                                                                                                "codename": "connection_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member design",
                                                                                                "codename": "member_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Reinforced concrete",
                                                                                                "codename": "reinforced_concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Prestressed concrete",
                                                                                                "codename": "prestressed_concrete"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "product_group"
                                                                                          },
                                                                                          "support_center_article_types": {
                                                                                            "name": "Support center article",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Knowledge base",
                                                                                                "codename": "knowledgebase_article"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "support_center_article"
                                                                                          },
                                                                                          "expertise_levels": {
                                                                                            "name": "Expertise level",
                                                                                            "type": "taxonomy",
                                                                                            "value": [],
                                                                                            "taxonomyGroup": "expertise_level"
                                                                                          },
                                                                                          "labels": {
                                                                                            "name": "Labels",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Connection",
                                                                                                "codename": "connection"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 2D",
                                                                                                "codename": "detail"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member",
                                                                                                "codename": "member"
                                                                                              },
                                                                                              {
                                                                                                "name": "Checkbot",
                                                                                                "codename": "checkbot"
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                                                                                              {
                                                                                                "name": "Viewer",
                                                                                                "codename": "viewer"
                                                                                              },
                                                                                              {
                                                                                                "name": "RCS",
                                                                                                "codename": "rcs"
                                                                                              },
                                                                                              {
                                                                                                "name": "IDEA Open Model (API)",
                                                                                                "codename": "idea_open_model__api_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AISC (USA)",
                                                                                                "codename": "aisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "EN (Eurocode)",
                                                                                                "codename": "eurocode"
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                                                                                              {
                                                                                                "name": "BIM link",
                                                                                                "codename": "bim_links"
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                                                                                              {
                                                                                                "name": "Beam",
                                                                                                "codename": "beam"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.0",
                                                                                                "codename": "n23_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.1",
                                                                                                "codename": "n23_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.0",
                                                                                                "codename": "n24_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 3D",
                                                                                                "codename": "detail_3d"
                                                                                              },
                                                                                              {
                                                                                                "name": "ACI (USA)",
                                                                                                "codename": "aci__usa_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AS (Australia)",
                                                                                                "codename": "au"
                                                                                              },
                                                                                              {
                                                                                                "name": "CSA (Canada)",
                                                                                                "codename": "cisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "IS (India)",
                                                                                                "codename": "is__india_"
                                                                                              },
                                                                                              {
                                                                                                "name": "GB (China)",
                                                                                                "codename": "gb__china_"
                                                                                              },
                                                                                              {
                                                                                                "name": "HKG (Hong Kong)",
                                                                                                "codename": "hkg__hong_kong_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SIA (Switzerland)",
                                                                                                "codename": "sia__switzerland_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SP 16 (Russia)",
                                                                                                "codename": "sp_16__russia_"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.1",
                                                                                                "codename": "v24_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v25.0",
                                                                                                "codename": "v25_0"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "labels"
                                                                                          },
                                                                                          "linked_items": {
                                                                                            "name": "Linked items",
                                                                                            "type": "modular_content",
                                                                                            "value": [
                                                                                              "landing_page___downloads",
                                                                                              "plugins"
                                                                                            ],
                                                                                            "linkedItems": [
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                                                                                                "elements": {
                                                                                                  "title": {
                                                                                                    "name": "Main headline (H1)",
                                                                                                    "type": "text",
                                                                                                    "value": "À télécharger"
                                                                                                  },
                                                                                                  "subtitle": {
                                                                                                    "name": "Subtitle",
                                                                                                    "type": "text",
                                                                                                    "value": "Configurations d'installations, plug-ins des tierces parties, licences"
                                                                                                  },
                                                                                                  "breadcrumbs_page_title": {
                                                                                                    "name": "Breadcrumbs page title",
                                                                                                    "type": "text",
                                                                                                    "value": ""
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                                                                                                  "breadcrumbs_parent": {
                                                                                                    "name": "Breadcrumbs parent",
                                                                                                    "type": "modular_content",
                                                                                                    "value": [],
                                                                                                    "linkedItems": []
                                                                                                  },
                                                                                                  "content": {
                                                                                                    "images": [],
                                                                                                    "linkedItemCodenames": [
                                                                                                      "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                      "f064ba16_9b5f_0122_df0f_5857eedd6aae",
                                                                                                      "untitled_content_item_ce63361",
                                                                                                      "test___collapsible_widget",
                                                                                                      "untitled_content_item_625f73c",
                                                                                                      "untitled_content_item_f3cd022"
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                                                                                                    "linkedItems": [
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Version actuelle"
                                                                                                          },
                                                                                                          "styles": {
                                                                                                            "name": "Block style",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": [
                                                                                                              {
                                                                                                                "name": "default (single download block)",
                                                                                                                "codename": "single"
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                                                                                                          },
                                                                                                          "content_top": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Description before",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "download_blocks": {
                                                                                                            "name": "Download blocks",
                                                                                                            "type": "modular_content",
                                                                                                            "value": [
                                                                                                              "untitled_content_item_8de7457"
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                                                                                                          "content_bottom": {
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                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [
                                                                                                              {
                                                                                                                "codename": "n25_1_highlights",
                                                                                                                "linkId": "e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9",
                                                                                                                "urlSlug": "points-saillants-de-la-version-25-1-d-idea-statica",
                                                                                                                "type": "landing_page"
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                                                                                                              {
                                                                                                                "codename": "system_requirements_for_idea_statica",
                                                                                                                "linkId": "1a877e3a-ce1d-4127-8857-da4bcd33ee9c",
                                                                                                                "urlSlug": "system-requirements-for-idea-statica",
                                                                                                                "type": "support_center_article"
                                                                                                              }
                                                                                                            ],
                                                                                                            "name": "Description after",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p>Pour les utilisateurs de liens BIM pour l'application Beam, la version recommandée est <a href=\"https://download.ideastatica.com/previous/ideastatica_24.1.2.1520.msi\" title=\"24.1.2.1520\">24.1.2.1520</a>.</p>\n<p>Lisez les <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">notes de version</a> pour voir toutes les nouvelles fonctionnalités et améliorations.</p>\n<p>Veuillez noter les <a data-item-id=\"1a877e3a-ce1d-4127-8857-da4bcd33ee9c\" href=\"\">Exigences du système pour l'installation d'IDEA StatiCa</a>.&nbsp;</p>"
                                                                                                          },
                                                                                                          "visibleinregion": {
                                                                                                            "name": "VisibleInRegion",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
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                                                                                                            "type": "taxonomy",
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                                                                                                            "taxonomyGroup": "region"
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                                                                                                          "translation__translation_connector": {
                                                                                                            "name": "Translation Connector",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "languages"
                                                                                                          },
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                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "translation__last_translation": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Last translation",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "translation__ai_translated": {
                                                                                                            "name": "AI translated",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          }
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                                                                                                          "codename": "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                          "collection": "default",
                                                                                                          "id": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "language": "fr-FR",
                                                                                                          "lastModified": "2025-12-05T15:35:12.7398361Z",
                                                                                                          "name": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "sitemapLocations": [],
                                                                                                          "type": "widget_downloads_list",
                                                                                                          "workflowStep": null,
                                                                                                          "workflow": null
                                                                                                        }
                                                                                                      },
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Versions précédentes"
                                                                                                          },
                                                                                                          "styles": {
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                                                                                                          },
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                                                                                                            "type": "taxonomy",
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                                                                                                            "taxonomyGroup": "region"
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                                                                                                            "name": "Translation Connector",
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                                                                                                            "taxonomyGroup": "languages"
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                                                                                                            "value": "<p><br></p>"
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                                                                                                          "name": "f064ba16-9b5f-0122-df0f-5857eedd6aae",
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                                                                                      "[Circular Reference]"
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                                                            "value": "<h2>Points principaux de la version 24.1</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8ab1ba7b_43b7_0196_2c06_f17ee13c51f7\"></object>\n<h2>Conception en béton</h2>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail est vérifié</strong></a> et prêt pour la conception des <strong>ancrages en 3D </strong>considérant le <strong>ferraillage réel</strong>, ce qui résout le problème des tiges près de bords de béton.</li>\n  <li>La nouvelle analyse de <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>déversement</strong></a> dans l'application <strong>Beam</strong> et des <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>combinaisons ELS</strong></a> dans Detail <strong>pour la conception des éléments préfabriqués</strong>.</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Modèles pour 2D Detail</strong></a>&nbsp;prêts à utiliser vous aident à démarrer avec le processus de modélisation en quelques secondes.</li>\n</ul>\n<h2>Conception d'assemblages en acier</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Modèles paramétriques</strong></a><strong> </strong>pour des assemblages en acier typiques ou répétitifs. La série IDEA comprend 50 modèles et vous pouvez en créer d'autres vous-même.</li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\"><strong>Accélération de l'application Connection</strong></a> avec le démarrage plus court, réponses plus rapides dans le menu Backstage et <strong>optimisation </strong>de la présentation des résultats et <strong>de l'usage de mémoire </strong>pour les grands projets.</li>\n  <li><strong>Améliorations de l'interface utilisateur - </strong><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion d'élément du projet et matériau</a><strong>, </strong><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">outil de mesure</a>, <a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">sélection/édition multiple</a> et <a data-item-id=\"d0b73776-87a3-52b5-8aca-6fae3f08b94e\" href=\"\">importation des platines de DXF</a>.</li>\n  <li><strong>Améliorations d'Eurocode </strong>comprennent la <a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">sélection de norme automatique entre 1993-1-8 et 1992-4</a>. <strong>Canada et Australie</strong> peuvent profiter de l'offre des <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#PJP-welds-for-CSA-and-AS\">soudures à pénétration partielle</a>, <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Update-of-cross-section-and-material-databases\">base de données des formes actualisée de AISC v16.0</a> et <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#material-defaults-aisc-as\">paramétrage des matériaux par défaut</a>.</li>\n  <li>Les<strong> </strong><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\"><strong>capacités de Viewer</strong></a><strong> </strong>ont été renforcées pour la coopération en équipe par le partage des modèles avec les <strong>liens URL </strong>et <strong>gestion des liens. </strong>On a ajouté<strong> </strong>des <a href=\"https://www.ideastatica.com/support-center/the-ui-of-the-idea-statica-viewer-tool#The-right-Property-panel\">informations de modèle supplémentaires</a> - types et tailles de soudures, type de modèle, axes d'articulation, coordonnées spatiales des assemblages.</li>\n  <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Bibliothèque des assemblages</strong></a><strong> </strong>propose des conceptions précisément pour des modèles spécifiques dans le Viewer.</li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li>Le <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\"><strong>plug-in Hilti PROFIS</strong></a> permet aux 200k+ utilisateurs actuels de Hilti d'exporter des charges, matériaux et sections depuis leur application MEF vers Hilti PROFIS Engineering via Checkbot.</li>\n  <li>Conceptions des assemblages sont applicables aux <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\"><strong>groupes de nœuds dans Checkbot</strong></a>&nbsp;créés automatiquement selon la géométrie et section transversale ou définis par l'utilisateur.&nbsp;</li>\n  <li>La <a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>vitesse de l'application a augmenté</strong></a><strong> </strong>par 60% et elle ouvre des projets avec jusqu'à 1000&nbsp;nœuds en quelques secondes.</li>\n  <li>Capacités d'exportation agrandies par l'<a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\"><strong>exportation IFC</strong></a><strong> </strong>pour des fichiers simples ou à plusieurs assemblages.</li>\n  <li>Vérifiez la compatibilité de votre logiciel dans la liste des <a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\"><strong>versions autorisées dans 24.1</strong></a><strong>.</strong></li>\n</ul>\n<h2>Usage et licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\"><strong>Nouveau paramétrage de projet</strong></a> avec exportation et partage et la possibilité d'adapter aux annexes nationales.</li>\n  <li>Type de licence <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Authentification unique (SSO)</strong></a> est disponible pour tous les clients Enterprise.</li>\n  <li>Les administrateurs de licence peuvent regarder les<strong> </strong><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\"><strong>rapports mensuels d'usage</strong></a><strong> </strong>des applications IDEA StatiCa.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e43d5746_5275_01bb_848f_37021cb2508a\"></object>"
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                                                            "value": "<p>L'ancrage dans un bloc de béton simple peut être modélisé et vérifié dans IDEA StatiCa Connection. Parfois, il peut être utile ou nécessaire d'ajouter du ferraillage au bloc de béton. Bien que cette capacité ne soit pas disponible dans l'application Connection, nous avons 3D Detail. 3D Detail se concentre sur la résolution des ancrages dans les blocs de béton et sur l'analyse des éléments d'ancrage et du bloc de béton lui-même. De plus, un lien direct est mis en place entre les applications Connection et Detail pour simplifier le processus.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Les utilisateurs de Connection qui conçoivent des <strong>ancrages selon l'Eurocode</strong> peuvent <strong>importer leur modèle de Connection vers l'application avancée 3D Detail en cliquant sur un seul bouton</strong>.</p>\n<h3>Comment ça fonctionne ?</h3>\n<ul>\n  <li>L'importation n'est autorisée que pour les ancrages. S'il n'y a pas de bloc de béton dans le modèle Connection, l'exportation vers Detail est désactivée («&nbsp;Vérification de béton armé&nbsp;»).</li>\n  <li>Il faut calculer le modèle dans Connection. Si les résultats ne sont pas disponibles, l'icône d'exportation («&nbsp;Vérification de béton armé&nbsp;») est désactivée.</li>\n  <li>Un seul bloc de béton est autorisé pour l'importation/exportation.</li>\n</ul>\n<p>Pour une liste complète des limitations et des explications complémentaires, voir l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail.</a></p>\n<h3>L'attache est importée, y compris</h3>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection :</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">par adhérence</a> / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h3>Comment exporter l'ancrage de Connection vers Detail</h3>\n<p>Tout d'abord, créez un modèle d'ancrage dans Connection selon l'Eurocode et cliquez sur le bouton Calculer.</p>\n<p>Lorsque les résultats existent, l'exportation des semelles est activée. En cliquant sur le bouton «&nbsp;<strong>Vérification de béton armé</strong>&nbsp;» au ruban, une boîte de dialogue demandant l'emplacement et le nom du fichier Detail nouvellement créé apparaît.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>Après une exportation réussie, le projet dans Detail est créé. La géométrie du bloc de béton et du pied de poteau, la position et les attributs des tiges et la charge sont automatiquement transférées vers Detail. L'appui superficiel situé sur la surface inférieure du bloc de béton est automatiquement créé.</p>\n<p>La partie la plus délicate de ce processus est l'importation de la charge. Pour chaque effet de charge calculé dans Connection, le cas de charge et la combinaison ELU correspondants&nbsp;sont automatiquement créés dans Detail.</p>\n<ul>\n  <li>Le pied de poteau est chargé par des <strong>efforts dans les soudures</strong> qui sont modélisés comme un <strong>groupe d'efforts. </strong>Pour le chargement du pied de poteau lui-même, le chargement importé est représenté par un groupe d'efforts selon les contraintes dans les soudures entre le pied de poteau et les éléments en acier dans le modèle Connection.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n  <li>Les tiges sont modélisées et chargées indépendamment du pied de poteau et elles sont chargées axialement par des charges ponctuelles. Le chargement des tiges est représenté dans la scène par deux flèches dans les directions opposées. Une flèche représente l'effort de traction agissant uniquement sur la partie supérieure de la tige. L'autre représente l'effort de compression agissant sur le pied de poteau.</li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>La case à cocher «&nbsp;Transfert des efforts axiaux&nbsp;» est décochée par défaut parce que les tiges sont chargées par les efforts directement.</p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n  <li>Le cisaillement est transféré selon le paramétrage dans Connection par l'une des options suivantes – tiges, bêches ou frottement. Si l'effort de cisaillement est transféré par des tiges, vous pouvez désactiver des tiges spécifiques en décochant la case «&nbsp;Transfert de cisaillement&nbsp;». Si le frottement ou les bêches sont sélectionnées, le cisaillement dans les tiges n'est jamais pris en compte dans le modèle.</li>\n</ul>\n<p>Il ne reste qu'à ajouter le ferraillage et calculer le modèle.</p>\n<p>Vous trouverez plus d'informations générales sur Detail comme solution pour votre ancrage dans l'article <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail hors de Bêta</a>.</p>\n<p><em>Note : Les vérifications de norme dans 3D Detail ne sont disponibles actuellement que pour l'Eurocode (EN).</em></p>\n<p>Publié dans IDEA StatiCa version 24.1.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                    "value": "<p>En pratique, l'<strong>analogie des fermes (S&amp;T)</strong> et des méthodes des <strong>champs de contrainte</strong> sont couramment utilisées pour concevoir les régions de discontinuité dans les structures en béton armé et précontraint. La <strong>méthode des champs de contrainte compatibles (CSFM)</strong> a été développée en étendant ces théories classiques, ce qui permet un haut degré d'automatisation et est cohérent avec la norme de conception. Malgré sa simplicité, la méthode fournit une description très réaliste de la réaction d'une structure en béton à la fois dans l'état limite ultime (ELU) et état limite de service (ELS). La CSFM est mise en œuvre dans <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">IDEA StatiCa Detail</a>.</p>\n<figure data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fd8d041-20d1-40a8-9a71-eb9cdce27155/7.png\" data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" alt=\"\"></figure>\n<p><em>Image 1 a) Voile avec ouvertures b) Voile de cisaillement c) Poutre avec extrémités réduites et ouvertures d) Pile de pont e) Diaphragme de pont</em></p>\n<p>Les procédures standard de conception des sections transversales des structures en béton peuvent être utilisées dans les zones où l'hypothèse de Navier-Bernoulli de distribution des déformations au plan s'applique (région B). Les endroits où cette hypothèse ne s'applique pas sont appelés <strong>régions de discontinuité (régions D)</strong>. Il s'agit des parties des structures où apparaissent des charges concentrées ou où il y a un changement soudain de la section transversale tel qu'extrémités réduites (Image 1c), poutres voiles, voiles avec des ouvertures (Image 1a, 1b), consoles ou têtes de pieux. Dans le domaine de l'ingénierie des ponts, il s'agit par exemple des têtes de piliers (Image 1d), diaphragmes (Image 1e), déviateurs, etc.</p>\n<h2>1. Analogie des fermes</h2>\n<p>L'hypothèse de base lors de la définition d'un modèle d'analogie des fermes est que la résistance à la traction du béton est négligée. Une simple analogie des fermes consiste en des éléments agissant en compression et en traction, représentant le comportement ELU. En général, il ne s'agit pas d'un problème complexe et la définition d'une analogie des fermes de base (Image 2a) ne devrait pas poser de problème à un ingénieur expérimenté. Cependant, même pour cette tâche élémentaire, l'évaluation correcte du modèle conformément à la norme de conception peut être un processus fastidieux, manuel et itératif.</p>\n<figure data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aecb55f-dac0-47db-a25c-48082e5e70c4/Untitled%20design.png\" data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" alt=\"\"></figure>\n<p><em>Image 2 a) Analogie des fermes, option 1 b) Analogie des fermes, option 2 c) Analogie des fermes, option 3</em></p>\n<p>Il faut évaluer les tiges, zones nodales et déformations transversales&nbsp;en traction dans les entretoises. Si le modèle ne satisfait pas la vérification, il faut ajuster la géométrie de l'analogie ou en créer une autre (Image 2b, 2c). Cela conduit souvent les ingénieurs en structure à ne choisir la géométrie de l'analogie des fermes qu'une seule fois&nbsp;et à n'évaluer que le ferraillage, ce qui peut causer une erreur substantielle. Cela peut conduire à une erreur substantielle. Le choix du modèle est toujours une question d'expérience. Pour des détails structurels plus complexes, le choix d'une analogie des fermes qui correspondra suffisamment au comportement réel de la structure peut ne pas être aussi facile que dans le cas ci-dessus. Par ailleurs, l'analogie des fermes ne permet de concevoir que des états limites ultimes. Elle ne permet pas la conception des <strong>états limites de service (déformation, fissuration)</strong> qui sont des critères critiques, en particulier dans les structures d'importance significative, car ils ont un impact direct sur la durée de vie de la structure.</p>\n<h2>2. Méthode des champs de contrainte compatibles – CSFM</h2>\n<p>La CSFM est une <strong>méthode non linéaire</strong> moderne pour l'analyse des régions D et des éléments dont le comportement peut être simplifié à une contrainte au plan, c'est-à-dire un modèle 2D. Cependant, elle repose toujours sur une hypothèse fondamentale et sûre des normes : <strong>le béton n'agit pas en traction</strong> et toute traction doit être transférée par le ferraillage. La méthode des champs de contrainte compatibles (CSFM) est une évolution des méthodes d'analogie des fermes et des champs de contrainte, supprimant leurs principaux inconvénients mentionnés ci-dessus : incertitudes dans la sélection du modèle, difficulté d'automatisation et incapacité à évaluer les états limites de service.</p>\n<figure data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e760312-8401-44c8-aae1-020b514876fb/2.png\" data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" alt=\"\"></figure>\n<p><em>Image 3 a) Déformation simple b) Contrainte principale c) CSFM</em></p>\n<p>Le principe de la CSFM peut être expliqué sur la <strong>contrainte simple </strong>de l'élément de base au plan d'une structure en béton armé. La figure 3a montre l'élément 2D de base en contrainte simple tel que nous le connaissons de tous les manuels sur l'élasticité et la résistance. Il s'agit de la contrainte en un point de la structure, obtenue par exemple par une analyse d'élasticité linéaire à l'aide de la méthode des éléments finis (MEF). L'élément est soumis à une contrainte normale horizontale σ<sub>x</sub>, une contrainte normale verticale σ<sub>z</sub> et une contrainte de cisaillement τ<sub>xz</sub>. À partir de ces contraintes, on peut déterminer les<strong> contraintes</strong> <strong>principales</strong> et leur direction définie par l'angle θ (Image 3b). L'élément est alors soumis à la contrainte de traction principale σ<sub>1</sub> et à la contrainte de compression principale σ<sub>2</sub>.</p>\n<p>Comment sera la déformation du même élément analysé par CSFM ? La déformation est illustrée à l'image 3c. Le béton en compression apparaît dans la direction de la contrainte de compression principale σ<sub>2</sub>. Un champ de contrainte avec une contrainte σ<sub>c2</sub> est généré. Comme mentionné ci-dessus, l'hypothèse de base est que le béton n'agit pas en traction. Par conséquent, la contrainte de traction principale transversale σ<sub>1</sub> ne sera pas transférée par le béton et une fissure apparaîtra perpendiculairement à cette direction. La contrainte σ<sub>c1r</sub> doit donc être zéro. Pour éviter la rupture de notre élément 2D, toutes les contraintes de traction doivent être transférées par le ferraillage (en bleu sur l'image 3c), qui doit faire partie du modèle de calcul.</p>\n<p>Si cette analyse de contrainte est effectuée à l'aide de CSFM de<strong> manière continue sur l'ensemble de la région 2D</strong> à résoudre, le résultat est un champ de compression continu dans le béton ainsi que les contraintes de traction et de compression dans le ferraillage. L'image 4 est une représentation graphique simplifiée du champ de contrainte CSFM. Outre les taux d'utilisation de béton et ferraillage, l'image indique également les directions variables des contraintes calculées σ<sub>c2</sub> le long des régions.</p>\n<figure data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc56c80f-67f3-481d-a2c8-26dacc258bb2/csfm%20explained%20%281%29.png\" data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" alt=\"\"></figure>\n<p><em>Image 4 Résultats globaux de IDEA StatiCa Detail</em></p>\n<p>L'analyse d'un détail ou d'une structure à l'aide de <strong>CSFM est basée sur la méthode des éléments finis</strong>. Le béton est modélisé avec des éléments de voile 2D et le ferraillage avec des éléments 1D (Image 7). L'analyse n'est pas effectuée en une seule étape puisqu'il s'agit d'un problème non linéaire. Les charges sont appliquées par incréments au cours du calcul et la solution du système d'équations non linéaires est trouvée à l'aide de la <strong>méthode de Newton-Raphson</strong>.</p>\n<p>Les fissures fictives (ε<sub>1</sub> étant la valeur moyenne) sont «&nbsp;formées&nbsp;» perpendiculairement à la direction des contraintes principales qui peut changer au cours du calcul non linéaire car l'élément «&nbsp;est fissuré progressivement&nbsp;» à chaque incrément de charge. En résumé, on considère une fissure rotative fictive sans contrainte.</p>\n<p>Le résultat de la solution MEF utilisant CSFM est un champ de contrainte compatible (c'est-à-dire que le béton ne se décompose pas en éléments individuels agissant indépendamment dans le modèle) et l'état de déformation qui sont continus dans l'ensemble du domaine 2D en cours de résolution. Il s'agit d'un avantage majeur par rapport aux approches classiques d'analogie des fermes qui permet d'automatiser et affiner le modèle de calcul comme décrit dans les paragraphes suivants.</p>\n<figure data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40e41bf7-4a81-4245-bd1b-843963c104e8/3.png\" data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" alt=\"\"></figure>\n<p><em>Image 5 Principe du ramollissement du béton</em></p>\n<p>La formulation simple de CSFM permet d'utiliser le diagramme standard de contrainte-déformation uniaxial parabolique-rectangulaire pour le béton en compression conformément à la norme. Comme on le sait, la résistance à la compression du béton diminue lorsque le béton est endommagé par des fissures transversales (Image 5). Cet effet dit <strong>ramollissement par compression </strong>est inclus dans la méthode en prenant automatiquement en compte la résistance effective à la compression du béton.</p>\n<p>Le coefficient de réduction k<sub>c</sub> est déterminé en fonction du niveau des déformations transversales par traction ε<sub>1</sub> et le diagramme de contrainte-déformation du béton est ajusté (Image 5). Puisqu'on connait le champ des déformations dans l'ensemble de la structure, la résistance effective à la compression du béton peut être calculée automatiquement dans les sections individuelles selon le niveau local des déformations transversales par traction ε<sub>1</sub>.</p>\n<figure data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51628156-5014-4501-8f28-9f3b93783840/1.png\" data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" alt=\"\"></figure>\n<p><em>Image 6 Principe de raidissement par traction</em></p>\n<p>En outre, CSFM prend en compte l'<strong>effet de raidissement</strong> du béton en traction entre les fissures sur le ferraillage, appelé raidissement par traction. Dans le modèle de calcul, le degré de ferraillage moyen ε<sub>m</sub> est utilisé. Le diagramme de contrainte-déformation du ferraillage est alors modifié (Image 6). Cela permet une représentation réaliste de la rigidité de la structure en béton armé endommagée par des fissures. Cependant, il est toujours vrai que la résistance à la traction du béton ne contribue pas à la capacité ultime. La contrainte maximale dans le ferraillage σ<sub>sr</sub> dans les fissures est essentielle pour la conception (Image 6).</p>\n<p>CSFM utilise des modèles de matériaux uniaxiaux communs (diagrammes de contrainte-déformation) définis dans les <strong>normes de conception</strong>. L'approche standard, la méthode des coefficients partiels de sécurité, est ensuite utilisée pour évaluer l'ELU. La simplicité de la méthode la rend adaptée à la pratique de l'ingénierie et est cohérente avec les normes de conception.</p>\n<p>Même s'il s'agit d'une analyse MEF non linéaire, l'ingénieur en structure n'a pas besoin de saisir des attributs supplémentaires des matériaux et des caractéristiques du béton au calcul qui peuvent même ne pas être disponibles lors de la conception et qui sont nécessaires, par exemple, pour les analyses MEF non linéaires basées sur la mécanique de la rupture. Comme indiqué précédemment, l'un des principaux avantages de l'analyse CSFM, outre les états limites ultimes, est la capacité d'évaluer les <strong>états limites de service : flèche, limites de contrainte et, en particulier, ouverture des fissures</strong>.</p>\n<figure data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8fd3f66a-63b9-4aba-bb10-9e12889ed7d4/Finite%20element%20model.png\" data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" alt=\"\"></figure>\n<p><em>Image 7 Exemple de représentation d'un modèle d'éléments finis dans IDEA StatiCa Detail</em></p>\n<p>(Image 7) Le modèle MEF dans CSFM est composé de plusieurs types d'éléments finis :</p>\n<ul>\n  <li>Élément 1D avec rigidité axiale pour le ferraillage</li>\n  <li>Élément 2D isoparamétrique pour le béton</li>\n  <li>Ressorts pour le modèle d'ancrage du ferraillage avec extrémité traitée</li>\n  <li>Élément 2D spécial pour modéliser la cohésion entre le ferraillage et le béton</li>\n  <li>Contraintes rigides et interpolantes (contraintes multipoints, MPC) entre les éléments de cohésion et le béton</li>\n</ul>\n<p>Si le ferraillage conçu empêche la rupture fragile de l'élément, il a été démontré que la méthode CSFM donne de très bonnes prédictions de la réponse et de la capacité ultime de la structure malgré la simplicité de la formulation. Autrement dit, la méthode n'est pas adaptée, par exemple, à la conception de poutres sans ferraillage de cisaillement transversal qui présentent un potentiel de comportement fragile. Les <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">vérifications</a> de la méthode, y compris des expériences, sont données dans [1]. Une description plus détaillée de la méthode dépasse le cadre du présent document et peut également être trouvée dans la <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Base théorique</a>.</p>\n<p>Il est clair que les principes de la méthode CSFM sont généraux et son application n'est donc pas limitée aux régions de discontinuité, mais peut être utilisée pour modéliser des éléments entiers, par exemple des poutrelles préfabriquées, et lorsque l'élément peut être simplifié en un modèle 2D au plan. La méthode et sa mise en œuvre dans le logiciel (IDEA StatiCa Detail) ont également été développées avec la possibilité de saisir le <strong>ferraillage précontraint et post-contraint</strong>.</p>\n<h2>3. Exemple de conception d'une tête de pilier</h2>\n<p>L'application pratique de CSFM est illustrée par la conception de tête de pilier de pont à l'image 8. Il s'agit du deuxième pilier d'un pont continu avec trois travées de 30,0 m, 42,0 m et 30,0 m. La tête du pilier en béton armé est conçue en béton C40/50 et son épaisseur (dans la direction longitudinale du pont) est 2,0 m.</p>\n<figure data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7bd9ebbf-5d30-448a-93e2-c89641d05677/4.png\" data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" alt=\"\"></figure>\n<p><em>Image 8 Tête de pilier : a) Conception sommaire ; b) Contrainte de compression dans le béton en ELU ; c) Contrainte de traction dans le ferraillage en ELU ; d) Ouverture des fissures en ELS</em></p>\n<p>Au sommet de la tête de pilier, une poutre transversale avec le ferraillage B500 20xϕ28+20xϕ25 – les quatre couches supérieures – a été conçue tout d'abord. L'image 8a montre une conception sommaire à l'état limite ultime, indiquant les contraintes de compression dans le béton, les directions des contraintes de compression et les contraintes dans le ferraillage. La distribution plus détaillée des contraintes dans le béton et ferraillage est ensuite documentée dans les images 8b et 8c. Le ferraillage transversal se trouve juste en dessous de la limite d'élasticité et les contraintes dans le béton (et les déformations relatives) sont satisfaisantes à l'ELU. Cependant, le résultat du calcul de l'ouverture des fissures (image 8d) montre que la conception ne satisfait pas à l'<strong>ELS&nbsp;</strong>: w<sub>max</sub> = 0,36 mm &gt; w<sub>lim</sub> = 0,3 mm. <strong>Pour respecter l'ouverture des fissures limite, il est nécessaire d'augmenter le ferraillage </strong>de la poutre transversale à 20xϕ32+20xϕ28. Dans le cas de w<sub>lim</sub> = 0,2 mm (par exemple pour un pilier près d'une route générant une projection des sels, niveau d'influence environnementale XF2), le ferraillage de la poutre transversale devrait être augmentée encore plus à 24xϕ32+24xϕ28.</p>\n<h2>Conclusion</h2>\n<p>CSFM convient à la pratique de l'ingénierie parce que la méthode utilise des <strong>modèles de matériaux simples définis dans la norme de conception</strong>. En plus des états limites ultimes, elle permet également de concevoir les états limites de service dont l'évaluation était auparavant difficile à imaginer en utilisant l'analogie des fermes. En introduisant la méthode dans <strong>IDEA StatiCa Detail</strong>, il est alors possible de capturer de manière réaliste la réponse de la structure et de concevoir et évaluer les régions de discontinuité et les assemblages plus importants de manière efficace et sûre.</p>\n<p>La CSFM a été développée principalement grâce au travail du professeur Walter Kaufmann, directeur de l'ingénierie structurelle de l'École polytechnique fédérale de Zurich (EPFZ). Lui et son équipe ont également <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">vérifié la méthode et sa mise en œuvre logicielle</a>.</p>\n<h2>Littérature</h2>\n<p>[1] KAUFMANN, Walter, et al : Compatible stress field design of structural concrete, ETH Zurich, 2020, ISBN 978-3-906916-95-8,</p>\n<p>[2] KAUFMANN, W., MARTI, P. : Structural Concrete : Cracked Membrane Model. Journal of Structural Engineering 124 (12) : 1467-75, 1998 https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467)</p>\n<p>[3] KRAUS, M., M. WEBER, W. KAUFMANN, W, BOBEK, L. : Numerical analysis of experimentally tested frame corners with opening moments using the Compatible Stress Field Method (CSFM). In : Computational Modelling of Concrete and Concrete Structures, pp. 694-03. CRC Press, 2022 <a href=\"https://doi.org/10.1201/9781003316404\">https://doi.org/10.1201/9781003316404</a></p>\n<h2>Auteur de l'article</h2>\n<p>Ing. Pavel Kaláb, PhD.</p>\n<p>IDEA StatiCa s.r.o.</p>"
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                                                                    "value": "<p>Dans IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, les utilisateurs ont la possibilité de créer des modèles d'assemblage en utilisant des paramètres (relations définies entre des entités individuelles). La conception paramétrique permet aux utilisateurs de concevoir des assemblages standardisées de manière efficace - <strong>lisez comment travailler avec les paramètres</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">dans cet article.</a></p>\n<p>L'intégration de <strong>modèles paramétriques</strong> dans <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offre une approche transformationnelle des flux de travail des concepteurs d'assemblage. <strong>Elle permet aux utilisateurs de créer et d'utiliser une collection universelle de modèles qui peuvent être facilement personnalisés et déployés dans différents contextes de conception.</strong></p>\n<h2>Comment cela fonctionne-t-il ?</h2>\n<p>L'utilisateur peut télécharger lassemblage créé vers son entreprise ou son ensemble personnel, comme pour n'importe quelle conception, et il peut même le faire <strong>avec les paramètres définis</strong>. Une fois que la même géométrie est présente dans le projet et que la solution peut être répétée, l'utilisateur peut appliquer cette conception préparée à l'avance (modèle) avec tous les paramètres.</p>\n<figure data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0a53fd0-929f-4053-9c8c-37b522604485/parametric_template_3.png\" data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" alt=\"\"></figure>\n<p>En outre, après avoir proposé le modèle, il est possible de <strong>modifier les paramètres directement</strong> <strong>dans la fenêtre de conception principale</strong> et il n'est pas nécessaire de passer en mode développeur. Cet environnement convivial permet aux utilisateurs moins expérimentés de travailler avec des paramètres prédéfinis en toute sécurité selon les préréglages des concepteurs seniors.</p>\n<figure data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21f4f5f7-4808-4e52-ad70-4c7446950a47/parametric_template_5.png\" data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" alt=\"\"></figure>\n<p>L'optimisation ultérieure est très simple, car il est possible d'éviter de modifier chaque entité une par une lors de l'utilisation des opérations.</p>\n<p>En modifiant un paramètre, <strong>plusieurs étapes</strong> peuvent être réalisées en même temps. Par exemple, lorsque l'on modifie la largeur de l'élargisseur, ce n'est pas seulement l'élargisseur lui-même qui est affecté, mais aussi toutes les soudures associées et l'emplacement du raidisseur :</p>\n<figure data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a920b12e-d9f6-4545-9616-2b4e45b7c256/parametric_template_4.png\" data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" alt=\"\"></figure>\n<p>Les modifications verrouillées dans la liste des propriétés de certaines opérations de fabrication sont désactivées dans de tels cas. Cependant, si l'utilisateur le souhaite, il peut casser les paramètres à l'aide du bouton<strong>\"exploser</strong>\" et continuer à modifier les opérations.</p>\n<p>Les modèles auxquels les paramètres sont liés sont marqués d'un {p} minuscule. Plusieurs modèles paramétriques ont déjà été préparés et mis à disposition dans le <strong>jeu de modèles prédéfinis par l'équipe IDEA StatiCa</strong>.</p>\n<figure data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f541105-3c13-4356-9547-4495dfdbfdce/parametric_template_1.png\" data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" alt=\"\"></figure>\n<h2>Quels sont les avantages des modèles paramétriques ?</h2>\n<ul>\n  <li><strong>Modèles universels</strong>: Les concepteurs peuvent accéder à une large collection de modèles paramétriques à partir de Connection Library. Ces modèles sont conçus pour être universellement applicables et constituent une base solide pour un large éventail de projets.</li>\n  <li><strong>Personnalisation paramétrique</strong>: Grâce à l'onglet Développeur, les utilisateurs peuvent définir des paramètres spécifiques pour chaque modèle, ce qui permet un haut degré de personnalisation et de flexibilité dans la conception.</li>\n  <li><strong>Identification des modèles</strong>: Les modèles paramétriques sont facilement identifiables par le symbole {p}, ce qui permet aux utilisateurs de les reconnaître et de les sélectionner rapidement pour leurs projets.</li>\n  <li><strong>Filtrage amélioré de la bibliothèque</strong>: Le filtre de la fenêtre de proposition de Connection Library permet aux utilisateurs de trouver efficacement des modèles paramétriques parmi l'offre étendue de la bibliothèque.</li>\n  <li><strong>Contrôle de la publication</strong>: Lorsqu'un assemblage contient des paramètres, les concepteurs ont la possibilité de publier ces modèles paramétriques dans Connection Library. Cette fonctionnalité permet de partager des modèles personnalisés avec l'ensemble de la communauté des utilisateurs ou de les garder confidentiels pour un usage individuel ou interne.</li>\n</ul>\n<h2>Impact sur le flux de travail</h2>\n<p>L'inclusion de modèles paramétriques dans Connection Library représente une avancée significative dans le processus de conception pour les concepteurs d'assemblage. Cette fonctionnalité simplifie le processus de conception en fournissant :</p>\n<ul>\n  <li><strong>Efficacité</strong>: L'utilisation de modèles accélère la phase de conception, ce qui permet des itérations et des modifications plus rapides.</li>\n  <li><strong>Cohérence</strong>: Les modèles paramétriques garantissent la cohérence de la conception d'un projet à l'autre, ce qui est essentiel pour maintenir les normes et la qualité.</li>\n  <li><strong>Collaboration</strong>: La possibilité de partager des modèles personnalisés améliore la collaboration entre les équipes et avec l'ensemble de la communauté des concepteurs.</li>\n  <li><strong>Personnalisation</strong>: Les concepteurs peuvent adapter les modèles aux exigences spécifiques d'un projet, ce qui améliore la précision et l'efficacité de la conception.</li>\n</ul>\n<p><em>Disponible dans le </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>patch 23.1.5 d'IDEA StatiCa</em></a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n698fc8a8_25b1_016d_9bfc_52f86a474d95\"></object>\n<h2>Jeux de contrôle par défaut dans les opérations</h2>\n<p>La conception d'un assemblage par paramètres consiste à définir des paramètres uniques spécifiques à chaque type d'assemblage d'une part. D'autre part, il y a des paramètres qui sont utilisés presque toujours en raison des pratiques d'ingénierie courantes, telles qu'un ensemble de soudures, de fixations et de matériaux.</p>\n<p>Pour simplifier la création de modèles paramétriques et accéder à ces paramètres à tout moment, nous incluons ces contrôles en tant qu'ensembles par défaut dans la racine de l'opération.</p>\n<p>Lorsque vous sélectionnez Opérations, les paramètres suivants sont disponibles par défaut :</p>\n<ul>\n  <li>Réglage de la soudure : <strong>Méthode de dimensionnement</strong> et <strong>matériau de</strong> la soudure (24.0.5)</li>\n  <li>Paramètres du boulon : <strong>Type</strong>, <strong>plan de cisaillement dans le filetage</strong> et <strong>transfert de l'effort de cisaillement</strong> (24.1.0)</li>\n  <li>Paramétrage&nbsp;des platines: <strong>Matériau </strong>(24.1.0)</li>\n</ul>\n<figure data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23570977-6342-4a3e-adc8-2563c3e0028f/common%20properties%201.png\" data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" alt=\"\"></figure>\n<p>Ces commandes définissent la propriété spécifique pour l'ensemble du modèle d'assemblage à toutes les opérations et sont affichées dans la racine des opérations par défaut. Ils ne modifient pas les propriétés des éléments de structure, mais uniquement les opérations de fabrication.</p>\n<p>Si l'une des propriétés liées au contrôle <strong>est utilisée dans un paramètre</strong> du modèle paramétrique, le contrôle est automatiquement désactivé. Ce comportement permet d'éviter d'influencer la même propriété à partir de deux endroits et, par conséquent, de gâcher les détails de l'assemblage par des boucles dans les paramètres.</p>\n<p>En outre, ces contrôles sont également affichés sans modèle paramétrique, ce qui permet d'effectuer des modifications rapides et d'unifier les propriétés de n'importe quel modèle d'assemblage.</p>\n<h2>Quels sont les avantages ?</h2>\n<ul>\n  <li>Pour l'<strong>utilisateur du modèle paramétrique</strong> (par exemple, l'utilisateur junior), toutes les opérations sont désactivées (en lecture seule). Cependant, la <strong>modification du matériau, de la classe de boulons ou du matériau de la platine</strong> reste une action couramment attendue. Toutefois, si un seul paramètre manque dans le modèle paramétrique, celui-ci devient inutilisable. Les propriétés communes telles que les soudures, les boulons et les matériaux peuvent désormais être contrôlées dans chaque modèle paramétrique à l'aide des commandes par défaut affichées sous les paramètres.</li>\n  <li>L'ajout de ces contrôles <strong>simplifie le travail du créateur du modèle</strong> (par exemple, l'utilisateur principal) <strong>lors de la préparation des modèles paramétriques</strong>. Désormais, il n'est plus nécessaire de créer manuellement des paramètres spéciaux pour modifier des propriétés communes telles que les soudures, les boulons et les matériaux.</li>\n  <li>Parfois, vous souhaitez <strong>unifier les nuances de boulons ou de platines et les matériaux de soudure</strong> dans l'ensemble du détail de l'assemblage, même si le <strong>modèle paramétrique n'est pas utilisé</strong>. Cela peut être facilement réalisé soit en multi-sélectionnant dans l'arbre et en éditant des opérations du même type (néanmoins, dans ce cas, cela doit être fait plusieurs fois pour chaque groupe d'opérations séparément), soit il est maintenant possible de <strong>modifier la propriété demandée</strong> ou de vérifier si la même propriété est utilisée <strong>en un seul clic</strong>.</li>\n</ul>\n<figure data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/937c9874-ecb7-4e00-ba25-790f70433722/common%20properties%202.png\" data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n894962c2_9e8f_01ba_11c7_5f16f7e8d9c6\"></object>\n<h2>Améliorations de l'ensemble prédéfini</h2>\n<p>Plusieurs améliorations ont été apportées aux <strong>modèles paramétriques créés par l'assistant</strong> afin d'améliorer la convivialité, la clarté et la cohérence du modèle.</p>\n<ul>\n  <li>Les messages de validation ont été affinés, seuls les messages fonctionnels et pertinents sont désormais affichés, tels que le type d'élément incorrect, la compatibilité de section transversale ou les problèmes de définition de la charge.</li>\n  <li>Les textes des messages ont également été réécrits pour une meilleure lisibilité et une plus grande précision technique.</li>\n</ul>\n<figure data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae6b21b1-c930-4ad9-859f-f1753f5d321a/25-1%20predefined%20set%202.png\" data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" alt=\"\"></figure>\n<ul>\n  <li>Les modèles conservent désormais correctement les <strong>données de section transversale</strong> pour les cornières et les éléments de raidissement, ce qui garantit une génération précise de la géométrie.</li>\n  <li>Les <strong>sections transversales personnalisées (CCS) stockées dans MPRL</strong> sont incluses dans les modèles et automatiquement appliquées aux nouveaux modèles.</li>\n  <li>Une nouvelle <strong>méthode d'opération Workplane, Intersection</strong>, permet d'utiliser les modèles pour les éléments se terminant dans les directions X+ et X- dans Checkbot, avec un décalage réglable et un positionnement sur le bord proche ou éloigné de l'élément concerné.</li>\n</ul>\n<figure data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c417587-c02f-4a0b-933f-9a3c4071f6ac/25-1%20predefined%20set%203.png\" data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" alt=\"\"></figure>\n<p>Grâce à cette nouvelle fonction, les modèles&nbsp;sont applicables aux toutes les deux extrémités dans Checkbot.</p>\n<figure data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3991f2a-98fe-4c99-a1b7-a6875607d42d/25-1%20predefined%20set%204.png\" data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" alt=\"\"></figure>\n<p>Les modèles&nbsp;paramétriques peuvent également être <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combinés entre eux ou avec des opérations de fabrication standard</a>.</p>\n<p><em>Disponible dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                            "value": "<p>In IDEA StatiCa, there are three possible areas to work with parametric design effectively.</p>\n<h2>Parameters in IDEA StatiCa Connection</h2>\n<p>The first usage of parametric design is the simplest. Each element, like a member, plate, bolt, or weld, can be defined by its shape, position, and material.&nbsp;</p>\n<p>For this purpose, you'll need to enable the <strong>Developer mode</strong> in Project / Preferences / Advanced Settings.&nbsp;</p>\n<figure data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/859245fb-d6ee-4d79-ad1f-2228306e1088/parameters.png\" data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" alt=\"\"></figure>\n<p>In the tab <strong>Parameters</strong>, you can add Numbers (decimal sign is dot), Text (please use simple quotes), and even Equation.&nbsp;</p>\n<p>To link this parameter to the items defined by the Operations, just click on the <strong>Link</strong> icon.&nbsp;</p>\n<figure data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7c719-63a1-4bfe-bf4f-5eb9605165d3/link-par.png\" data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" alt=\"\"></figure>\n<p>The button <strong>Set to model</strong> allows you to overwrite initial values to the Parameter values.</p>\n<p>To get acquainted with all possibilities about the parameters, please look at the <a href=\"https://github.com/idea-statica/ideastatica-public/wiki/Reference-Guide-Expression-Parameters\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Reference guide</a>.</p>\n<p>More about this theme can be found also in the articles <a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a> and <a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a>.</p>\n<h2>Plugin for Rhino/Grasshopper</h2>\n<p>Grasshopper3d is a visual programming package attached to the powerful modeling CAD software&nbsp;<a href=\"https://www.rhino3d.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Rhino3d</a>.</p>\n<p>Combining Grasshopper with IDEA StatiCa's Open Model and APIs creates an extremely powerful platform for the parametric definition of complex connection geometry plus the automation and optimization of connections.</p>\n<figure data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a070a736-1da4-4e4f-a22f-baaad9dc2506/GH.png\" data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" alt=\"\"></figure>\n<p>The plugin can be used in several ways:</p>\n<ul>\n  <li>it enables the creation of complex joints, even without an IDEA Connection license</li>\n  <li>import of a structure (SAF model, IOM model) and a bulk calculation of specified joints</li>\n  <li>optimizing joints in terms of shape, material, etc., using parameters &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</li>\n</ul>\n<p>For more, please visit <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino to IDEA StatiCa workflow</a>.</p>\n<h2>Design API's</h2>\n<p>IDEA StatiCa provides several general API's for the different apps and services that we provide. This is an excellent place to start if you are a computational designer or software developer looking to perform automated structural design and optimization tasks. Design API's are targeted toward both Python and C#/.Net users.&nbsp;</p>\n<figure data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b0fff41-e68a-482a-a613-5f638d9e46c4/api.png\" data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" alt=\"\"></figure>\n<p><a href=\"https://developer.ideastatica.com/docs/api/api_overview.html\">You can start here</a> or visit the <a href=\"https://github.com/idea-statica\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa GitHub</a>. &nbsp;&nbsp;</p>"
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                                                                            "value": "<p>Beaucoup de nœuds d'une structure réelle ne peuvent pas être couverts individuellement par un type d'assemblage standard. Les concepteurs divisent ces nœuds&nbsp;en assemblages distincts et les vérifient à l'aide d'outils simples ou de feuilles de calcul Excel sans tenir compte de leur interaction, ce qui peut entraîner des erreurs de conception.</p>\n<h3>Les modèles paramétriques peuvent être combinés avec d'autres opérations</h3>\n<p>Lors de l'utilisation d'un modèle paramétrique, il est toujours possible d'ajouter de nouvelles opérations. Il est donc possible d'ajouter une seule&nbsp;opération unique à un modèle paramétrique existant.</p>\n<p>De cette manière, il est facile d'ajouter, par exemple, plus de raidisseurs au modèle choisi.</p>\n<figure data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7898ecd8-9db8-455e-8747-f1724f0eaeac/Combination%20of%20parametric%20template%20and%20unrelated%20operations%201.png\" data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" alt=\"\"></figure>\n<p>Un autre exemple peut être un joint composé de différents assemblages - certains éléments ne sont pas pris en compte dans le modèle choisi.</p>\n<figure data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad580407-b098-495d-8783-6fda3a80577a/Combination%20of%20parametric%20template%20and%20unrelated%20operations%202.png\" data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" alt=\"\"></figure>\n<p>La connexion de cet élément supplémentaire avec une opération standard est facile à réaliser.</p>\n<figure data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baee32da-a7c8-4884-b460-cff867b1c5a4/Combination%20of%20parametric%20template%20and%20unrelated%20operations%203.png\" data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n429cfc7e_7ebf_0119_b91d_f4cc9164e2bf\"></object>\n<h2>Combinez plusieurs modèles paramétriques dans un seul modèle</h2>\n<p>Pour connecter plusieurs éléments dans un nœud, vous pouvez appliquer plusieurs modèles paramétriques. Créez vos assemblages standards en tant que modèle paramétrique, puis combinez-les efficacement pour obtenir la conception d'assemblage souhaitée pour l'ensemble de la structure.</p>\n<figure data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d59211a9-a119-42c4-a207-c0aa1509eca3/Multiple%20templates%201.png\" data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" alt=\"\"></figure>\n<p>Chaque modèle appliqué est désormais représenté par un <strong>entête de modèle</strong> distinct (Modèle 1, Modèle 2, etc.) dans l'arbre des opérations. La sélection d'un modèle affiche ses paramètres et contrôles spécifiques, ce qui permet aux utilisateurs de modifier les propriétés locales, telles que la disposition des boulons, les matériaux ou l'épaisseur de platine, indépendamment pour chaque modèle.</p>\n<figure data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3c987a69-d44b-4644-a40c-c807fb119c4f/Multiple%20templates%202.png\" data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" alt=\"\"></figure>\n<p>Les propriétés globales restent accessibles sous l'<strong>entête&nbsp;Opérations</strong>, ce qui permet à l'utilisateur d'appliquer des paramètres de matériau ou de la norme communs à l'ensemble de l'assemblage. La nouvelle structure soutient les conceptions à modèles mixtes où les modèles individuels conservent leur flexibilité paramétrique.</p>\n<figure data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d456161d-b705-4d74-b992-279c974a7b00/Multiple%20templates%203.png\" data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" alt=\"\"></figure>\n<p><em>Mise à jour dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n  <li><strong>by friction</strong></li>\n  <li><strong>by anchors</strong></li>\n  <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n  <li>Cast-in-place&nbsp;</li>\n  <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value.&nbsp;</p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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                                    "value": "<h2>Chargement</h2>\n<p>Les cas de charge peuvent être définis de la même manière que pour les éléments 2D en béton armé. Cela signifie que chaque cas de charge peut se voir attribuer un type de charge permanent ou variable. Les cas de charge permanente sont d'abord appliqués au modèle et, après un calcul réussi, les cas de charge variable sont appliqués.</p>\n<p><strong>Type d'impulsions de charge</strong></p>\n<p>Un total de 4 types d'impulsions de charge peut être ajouté à chaque cas de charge.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>La définition des <strong>charges surfacique</strong> est identique à celle de l'appui superficiel. Cela signifie qu'il est possible de les spécifier de deux manières : Surface entière et Polyligne. Dans le cas des charges surfaciques, l'intensité de la charge est bien sûr saisie dans les trois directions générales.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p>Le <strong>groupe des efforts </strong>est une entité de charge qui vous permet de spécifier des efforts dans trois directions n'importe où sur le modèle à l'aide d'un tableau. Il peut être référencé au pied de poteau ou à la surface d'un bloc de béton. Pour l'entrée des tableaux, il est à nouveau possible d'utiliser la fonctionnalité&nbsp;copier-coller de la feuille de calcul.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p>Le <strong>poids propre</strong> devrait être inclus dans chaque modèle. Par exemple, les fondements&nbsp;en béton chargés d'un moment de flexion ne se renverseront pas aussi facilement.</p>\n<p>Les <strong>charges ponctuelles</strong> peuvent être chargées directement sur le pied de poteau avec six efforts internes Fx, Fy, Fz, Mx, My et Mz dans la position générale.</p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4b4b74a7_d6f3_01f8_de25_75d53edc068e\"></object>\n<p>Lors de l'utilisation d'un pied de poteau, l'application de cet effort directement sur un pied de poteau réaliste et déformable peut entraîner une redistribution irréaliste des contraintes sur le pied, les tiges et le béton. Il est donc plus approprié d'utiliser la deuxième option - le tronçon.</p>\n<p><strong>Le tronçon</strong></p>\n<p>Le tronçon est représenté par une partie courte&nbsp;du poteau au-dessus du pied de poteau qui est modélisé comme une <strong>structure d'éléments de coque</strong> et se comporte comme une interface physiquement précise entre les efforts internes et le pied. Une base de données de sections standard est utilisée.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>L'<strong>ensemble des efforts internes à 6 composantes</strong> (efforts et moments) est appliqué en <strong>un seul point</strong> sur la <strong>face inférieure du tronçon </strong>- c'est-à-dire la base de poteau.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Les contraintes <strong>transfèrent les efforts </strong>à la <strong>face supérieure du tronçon</strong>, d'où elles sont naturellement <strong>redistribuées à travers le tronçon&nbsp;</strong>dans le pied de poteau, les tiges et le béton.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>Cette approche préserve l'interaction réaliste de la rigidité entre le poteau et le pied et élimine la nécessité d'une redistribution manuelle ou d'hypothèses artificielles.</p>\n<p><em>Le tronçon&nbsp;a été publié dans la </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>version 25.1 d'IDEA StatiCa</em></a><em>.</em></p>\n<h3>Combinaisons</h3>\n<p>Puisque l'analyse dans IDEA StatiCa Detail est non linéaire, des combinaisons soi-disant non linéaires sont utilisées. Cela signifie que les cas de charge individuels ne sont pas calculés et que les résultats ne sont pas additionnés. Au contraire, les cas de charge du même type de charge sont additionnés avant le calcul, bien sûr avec les coefficients respectifs définis dans les combinaisons, et les combinaisons individuelles sont ensuite calculées. C'est pourquoi l'existence d'au moins une combinaison est une condition préalable au lancement du calcul.</p>\n<p>Seules les combinaisons pour l'ELU peuvent être définies.</p>\n<figure data-asset-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" data-image-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d078ad21-98af-4d98-880f-39cae23b551e/3D%20Detail%20in%2024.1_16.png\" data-asset-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" data-image-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n  <li>By two points</li>\n  <li>On surface edge</li>\n  <li>On surface edge on more edges</li>\n  <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. 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                                    "value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n  <li>Summary</li>\n  <li>Strength</li>\n  <li>Anchorage</li>\n  <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview.&nbsp;</p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties.&nbsp;</p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes:&nbsp;<strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction.&nbsp;</p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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                                    "value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check&nbsp;</h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                            "value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated.&nbsp;</p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot.&nbsp;</p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n  <li>International design standard (code)&nbsp;</li>\n  <li>Profile type and material&nbsp;</li>\n  <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n  <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n  <li>Only connections with 1 member (simple footings)\n    <ul>\n      <li>Only steel-to-concrete anchoring</li>\n      <li>No complex design (footing with braces)</li>\n    </ul>\n  </li>\n  <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                    "value": "<p>La possibilité de relier les applications IDEA StatiCa à des dizaines d’outils différents entraîne la nécessité de créer des approches différentes pour des fournisseurs spécifiques. Le transfert de données par lien BIM est raffiné et rationalisé pour rendre les processus aussi fluides et rapides que possible.</p>\n<p>Grâce à cela, le temps nécessaire pour obtenir les données de différentes sources est court. Voici quelques comparaisons pour différentes métriques.</p>\n<h4>Importations plus rapides pour un assemblage unique par liens MEF</h4>\n<p>Nous avons amélioré les processus lors de l’importation d’un assemblage et élément unique des logiciels MEF en réduisant les appels d’API inutiles que nous utilisons lors de l’importation. Il en résulte le temps d’importation nettement plus rapide pour des liens BIM spécifiques.</p>\n<figure data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ce20acd2-4bcd-4324-90c6-0db8cdc69bf9/Comparison%20table_1.png\" data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" alt=\"\"></figure>\n<h4>Ouverture plus rapide des projets existants</h4>\n<p>De plus, les temps d’ouverture des projets déjà existants de Checkbot ont été améliorés d’environ 50 % par rapport à la version 23.1.5.</p>\n<figure data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b781cf9b-5ca7-4cee-a240-a5b4e842c389/Comparison%20table_2.png\" data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" alt=\"\"></figure>\n<p>Publié dans la version 24.0 de IDEA StatiCa.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                                            "value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring&nbsp;–&nbsp;can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve.&nbsp;</p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n  <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own&nbsp;–&nbsp;see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases&nbsp;–&nbsp;<strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n  <li><strong>Multiple anchoring close together</strong>&nbsp;–&nbsp;The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n  <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong>&nbsp;–&nbsp;A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n  <li><strong>Consideration of existing reinforcement in renovations</strong>&nbsp;–&nbsp;Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included.&nbsp;</li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes&nbsp;–&nbsp;</em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution&nbsp;</h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures.&nbsp;</p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n  <li><strong>IDEA StatiCa Connection</strong>&nbsp;–&nbsp;focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n  <li><strong>IDEA StatiCa Detail</strong>&nbsp;–&nbsp;The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress.&nbsp;</li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads.&nbsp;</p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>.&nbsp;</p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before&nbsp;–&nbsp;so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. It’s the first case we’ve fully verified, and we’re committed to expanding our focus to other challenges in the future.</p>\n<p>The question is: Will you adapt to these advancements, or will you resist change?</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b6bbd0cf_0459_0144_865a_d5102e67f5e8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3a93b40e_b9ea_0137_9033_5716e230133f\"></object>"
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                                            "value": "<p>Qu'il s'agisse d'un espace limité pour l'<a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">ancrage</a>, une disposition architecturale non conventionnelle, un ancrage près du bord, nécessité de fixer l'acier à des formes de béton irrégulières ou demande du chantier de concevoir des platines encastrées, ces cas particuliers exigent plus que des solutions typiques. C'est exactement là que commence le véritable défi de conception.</p>\n<h3>Comment les ingénieurs en structure font-ils face à ces situations ?</h3>\n<p>Cela commence par des hypothèses et beaucoup de travail manuel et calculs. Des heures sont consacrées à l'itération des conceptions et à la vérification selon les normes. Le plus souvent, les conceptions analysées conduisent à des semelles et platines inutilement surdimensionnées en raison de ruptures de béton :</p>\n<ul>\n  <li>Rupture de bord de béton</li>\n  <li>Rupture de cône de béton</li>\n  <li>Combinaison de ruptures</li>\n</ul>\n<figure data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f2b12c1-2437-49b8-b96b-16bfb6c0687c/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" alt=\"\"></figure>\n<p>Prenons l'exemple de l'ancrage près du bord. Sans ferraillage, il est presque impossible de réussir la vérification pour la rupture de bord ou de cône de béton. Lorsque les tiges sont proches les uns des autres, vous avez soudain affaire à des cônes en interaction, ce que la plupart des normes conseillent d'éviter complètement. Mais que faire lorsque votre disposition simplement ne peut pas respecter l'espacement recommandé ?</p>\n<p>Il <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">faut envisager un ferraillage</a> supplémentaire. <em>Eurocode 1992-4 - Conception des structures en béton - Partie 4&nbsp;: Conception des moyens d'assemblage dans le béton </em>recommande d'établir une analogie des fermes appropriée.</p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>Mais que se passe-t-il si une forme atypique de bloc de béton met des bâtons dans les roues ?</p>\n<h3>Relever les défis de l'ancrage pour des géométries de bloc de béton non standard</h3>\n<p>En particulier lorsqu'il s'agit de géométries irrégulières ou dispositions uniques qui vont au-delà des cas standard, le processus ne prend pas seulement du temps, mais laisse aussi trop de place à l'incertitude. Dans de tels cas, les formes générales peuvent être imprévisibles et il est donc essentiel d'examiner attentivement les distances aux bords de tous les côtés. La profondeur d'encastrement peut varier en raison des différences d'épaisseur des blocs ou de positionnement des tiges et les tiges elles-mêmes peuvent ne pas se trouver dans le même plan.</p>\n<p>Dans la <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">dernière version de IDEA StatiCa</a>, nous avons ajouté de nouvelles fonctionnalités puissantes pour vous aider à concevoir et vérifier l'ancrage dans des conditions réelles qui ne suivent pas le manuel.</p>\n<p>Vous pouvez maintenant <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">concevoir et vérifier presque toutes les formes de bloc de béton</a> pour l'ancrage. Qu'il s'agisse d'un piédestal, blocs d'ancrage non rectangulaires, extensions de fondations en bandes, n'importe quelle forme de voile ou une géométrie personnalisée exigée par les architectes.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Conception de platines encastrées tenant compte de ferraillage</h3>\n<p>Dans le secteur de la construction, il est courant de rencontrer des structures d'appui qui intègrent à la fois des éléments en acier et en béton. Les éléments en béton jouent souvent un rôle clé en assurant la stabilité latérale de l'ossature en acier. Ces éléments sont généralement reliés par des <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">platines encastrées</a>. Les platines encastrées offrent un ancrage fiable et peuvent être fabriquées de manière à minimiser les travaux de forage sur le chantier. Les platines affleurent la surface du béton, ce qui permet des assemblages propres et de niveau. Les platines encastrées sont particulièrement appréciées dans des applications telles que les systèmes d'appui de façade, assemblages des cadres en acier dans les bâtiments hybrides béton-acier, appuis de rail de guidage d'ascenseur, ancrage d'équipements mécaniques, appuis de pont et assemblages de panneaux en béton préfabriqué.</p>\n<p>Mais même si les applications sont nombreuses, la conception peut devenir beaucoup plus complexe. Le ferraillage dans le béton résiste aux efforts axiaux, soudé à la platine d'acier pour transférer la charge par adhérence avec le béton. Les goujons de cisaillement, tiges ou bêches résistent aux efforts de cisaillement.</p>\n<p>La résistance de conception des éléments ancrés dépend fortement de la position du ferraillage de béton, en particulier si la platine encastrée est positionnée près du bord (systèmes d'appui de façade).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (avec CSFM 3D) prend automatiquement en compte le ferraillage à proximité d'une platine encastrée, ce qui peut augmenter la capacité de charge de manière significative. Cette solution vous permet de créer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU).</p>\n<h3>Élevez la conception d'ancrage</h3>\n<p>IDEA StatiCa fournit aux ingénieurs une solution complète pour la conception et vérification des ancrages. Les ingénieurs ne sont plus limités par les exemples simplifiés et conservateurs correspondant aux normes de conception qui conduisent à surdimensionner les pieds de poteau et tiges. 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                            "value": "<h2>1. Pourquoi le calcul a-t-il été arrêté prématurément ?</h2>\n<p>Le modèle CSFM 3D est conçu pour garantir des simulations précises et fiables. C’est pourquoi il intègre des critères d'arrêt rigoureux. Pour en savoir plus, consultez notre <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&amp;type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">algorithme de contrôle pour 3D CSFM</a> dans le cadre théorique.</p>\n<p><strong>Option \"Stop at Limit Strain\" activée par défaut</strong><br>\nCette fonctionnalité cruciale interrompt le calcul dès que certains critères de déformation (UGT) sont dépassés. Nous vérifions l'épuisement pour le béton, l'armature et l'ancrage :</p>\n<ul>\n  <li><strong>Béton</strong> : Une déformation maximale de 5 % en compression et de 7 % en traction est appliquée pour garantir la convergence des calculs.</li>\n  <li><strong>Armatures</strong> : La déformation plastique est limitée à 5 % pour assurer la sécurité et la performance.</li>\n  <li><strong>Ancrages</strong> : L'évaluation se base sur les valeurs limites de glissement, plutôt que sur les contraintes d'adhérence, afin d’optimiser la stabilité.</li>\n</ul>\n<p><strong>Causes d'une non-convergence</strong></p>\n<p>Lorsque le calcul ne converge pas, plusieurs facteurs peuvent être en jeu. La cause la plus fréquente est l'absence d'armature adéquate. D'autres facteurs peuvent inclure un modèle mal supporté, entraînant de grandes déformations, ou une conception surchargée pour les forces spécifiées.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. Quel soutien dois-je appliquer dans le détail ?</h2>\n<p>Dans l'application <strong>3D Detail</strong>, vous pouvez appliquer des appuis surfaciques avec une rigidité dans toutes les directions. Par défaut, ces supports offrent une rigidité en compression uniquement (Compression-Only), mais il est possible de sélectionner une option qui inclut également la rigidité en traction. Voici deux approches clés à considérer :</p>\n<ul>\n  <li><strong>Fondations reposant sur le sol</strong><br>\nUtilisez un appui qui offre une rigidité en compression uniquement. <strong>Attention</strong> : veillez à ajouter manuellement le poids propre comme cas de charge, car cela n'est pas fait automatiquement. Ce poids propre est essentiel pour prévenir le renversement du bloc de béton.</li>\n  <li><strong>Sous-modèles d'éléments en béton plus grands</strong><br>\nOptez pour un support capable de fonctionner à la fois en compression et en traction. Dans ce cas, il est crucial d'appliquer une armature qui traverse la surface. Cela permet de dissiper toute contrainte de traction par l'armature. Sans cela, des tensions de traction élevées peuvent rapidement apparaître dans le béton, dépassant ainsi le critère d'arrêt de 7 %.</li>\n</ul>\n<p>Pour des informations détaillées sur les fonctionnalités de <strong>Detail 3D</strong>, consultez notre section sur les <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Fonctionnalités complètes de Detail 3D.</a></p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Pourquoi est-il si important de respecter les règles d'exécution ?</h2>\n<p>La conformité aux règles de détail de la norme est essentielle pour garantir la sécurité et la performance des structures en béton. L'armature doit inclure des éléments supplémentaires pour le transfert des forces de traction et transversales, conformément à l'<strong>EN 1992-4</strong>. Cette application assure un transfert de forces efficace : la compression est absorbée par le béton, tandis que la tension est gérée par l'armature. Étant donné que le béton n’a pas de résistance à la traction, un renforcement adéquat est crucial.</p>\n<p><strong>À noter</strong> : Ces règles de détail ne sont pas automatisées. Il incombe à l'utilisateur d'ajouter manuellement les armatures appropriées. L'ingénieur structurel est donc responsable de garantir que l'armature est correcte et conforme aux normes du bloc de béton.</p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. Comment modéliser correctement le transfert des forces transversales ?</h2>\n<p>Le transfert des efforts de cisaillement peut se faire par frottement, ancrages ou falaise de cisaillement, mais il est crucial de choisir une seule méthode à la fois.</p>\n<p><strong>Utilisation du frottement :</strong><br>\nPour garantir une modélisation efficace, assurez-vous que la séquence des cas de charge est correcte : commencez par appliquer la pression (permanente), suivie du cisaillement (variable). Une séquence incorrecte pourrait entraîner un phénomène où la semelle \"s’envole\".</p>\n<p>Avec une séquence de charge correcte et un coefficient de frottement fixé à <strong>0,25</strong>, vous pouvez transmettre 25 % de la force de compression en tant que force de cisaillement. Les taquets de cisaillement transmettent entièrement la force transversale, mais il est important de noter qu'ils ne sont pas contrôlés dans <strong>IDEA StatiCa Detail</strong>. Vérifiez d'abord les chapes dans <strong>IDEA StatiCa Connection</strong> avant de les importer dans Detail.</p>\n<p><strong>Pour les ancrages :</strong><br>\nL'utilisateur peut identifier quels ancrages sont efficaces pour le cisaillement. Cependant, ils ne sont pas vérifiés pour le cisaillement dans Detail. Assurez-vous de vérifier leur capacité dans Connection avant de procéder à leur simulation dans Detail.</p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. À quoi dois-je faire attention lors de l'exportation de Connection vers Detail ?</h2>\n<p>Lors de l'exportation, il est crucial de vérifier comment les forces sont appliquées. Les forces peuvent être appliquées soit directement aux ancrages, soit aux semelles. Étant donné que les ancrages et les semelles sont modélisés comme des éléments distincts, le transfert des forces entre eux doit être déclenché manuellement par le biais de contraintes.</p>\n<ul>\n  <li><strong>Exportation du modèle d'ancrage depuis IDEA StatiCa Connection</strong><br>\nLorsque vous exportez le modèle d'ancrage (voir par exemple le lien <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM Connection to Detail - Ancrage à charge excentrée</a>), le transfert de la force axiale entre les ancres et la semelle est désactivé. Cela permet d'éviter toute pression supplémentaire non désirée sur la semelle. Les forces axiales sont découplées et se trouvent déjà directement dans les ancrages, tandis que les forces de cisaillement sont transmises via la semelle. Ainsi, la case pour le transfert des forces axiales est désactivée et celle pour le transfert des forces de cisaillement est activée dans l'image ci-dessous lors de l'exportation du modèle à partir de Connection.</li>\n  <li><strong>Lorsque vous n'exportez pas le modèle de Connection</strong><br>\nDans ce cas, la charge est placée directement sur la semelle, et vous avez la possibilité d'activer le transfert des forces axiales et de cisaillement entre la semelle et les ancrages.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. Quelle rigidité de la semelle doit être définie ?</h2>\n<p>La définition de la rigidité correcte de la semelle est cruciale pour obtenir des résultats fiables. La figure ci-dessous compare trois modèles différents :</p>\n<ul>\n  <li><strong>Semelle souple exportée de Connection</strong></li>\n  <li><strong>Semelle souple modélisée directement dans Detail 3D avec une charge appliquée sur un seul point</strong></li>\n  <li><strong>Semelle rigide avec une épaisseur accrue, également chargée sur un seul point</strong></li>\n</ul>\n<p>Les résultats de l'analyse ont révélé que les plaques flexibles modélisées directement dans Detail 3D produisaient des distributions de contraintes imprécises et des effets d'arrachement artificiels. En revanche, la plaque rigide a éliminé ces problèmes, offrant des résultats cohérents avec ceux obtenus par l'exportation de la connexion.</p>\n<p>Il est intéressant de noter que les forces d'ancrage étaient similaires dans le premier et le troisième modèle, tandis que le second modèle (plaque flexible dans Detail 3D) a surestimé les forces d'ancrage de plus de <strong>30 %</strong>, ce qui en fait une approximation inexacte.</p>\n<p><strong>Conclusion :</strong> Pour optimiser l'interaction entre la semelle et le béton, il est recommandé d'utiliser une semelle rigide lorsque vous ne l'exportez pas depuis Connection et que vous appliquez une charge en un seul point. Cela garantit que les résultats reflètent le plus fidèlement possible la réalité.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<h2>7. Qu'en est-il de la contrainte de contact ?</h2>\n<p>Dans Connection, il est possible d'établir un contact entre deux plaques et d'afficher la tension de contact. Cependant, l'exportation de l'ancrage de Connection vers Detail ne permet pas d'importer cette tension de contact, ce qui constitue une limitation (voir <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limitation connue pour Detail 3D</a>). La conséquence de l'absence d'effets causés par la tension de contact est que les forces importées ne sont pas équilibrées sur la semelle et que le calcul n'a pas pu être effectué en raison de l'énorme déformation de la plaque d'acier et de la déviation du modèle.</p>\n<p>Comment résoudre ce problème ?</p>\n<ul>\n  <li>méthode 1 - ne pas utiliser le contact dans le modèle de connexion (le contact est justifiable dans un nombre limité de cas)</li>\n  <li>solution 2 - modéliser l'ancrage directement dans l'application Detail avec la plaque de base rigide (voir question 6).</li>\n</ul>\n<figure data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cfe0c5cc-be52-456d-b534-4a407f3b417b/fig_7.png\" data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" alt=\"\"></figure>\n<h2>8.Pourquoi la tension d'attache dépasse-t-elle 99,9 % si rapidement ?</h2>\n<p>Dans de nombreux modèles, la tension d'attache dans l'ancrage dépasse rapidement <strong>99,9 %</strong> d'utilisation, même pour des niveaux de charge très faibles. Ce phénomène s'explique par le comportement observé dans le diagramme contrainte-déformation de la connexion entre l'ancrage/renforcement et le béton, comme illustré dans la figure ci-dessous.</p>\n<p>La liaison (Bond) atteint rapidement sa contrainte ultime, et toute charge supplémentaire entraîne une déformation plastique, souvent appelée <strong>glissement</strong>. Pour une compréhension plus précise, il est utile d'examiner les valeurs de <strong>Ftot / Flim</strong>.</p>\n<p>Pour en savoir plus sur la force d'adhérence ultime des ancrages adhésifs, consultez notre article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Force d'adhérence des ancrages dans Detail 3D.</a></p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. Comment dois-je gérer les paramètres de maillage ?</h2>\n<p>La qualité du maillage est essentielle pour les simulations 3D, en particulier pour les problèmes non linéaires, car elle influence directement le temps de calcul et la précision des résultats.</p>\n<p>Le facteur de multiplication du maillage peut varier de <strong>0,5 à 5</strong>, avec <strong>1</strong> comme valeur par défaut. Voici quelques points à considérer :</p>\n<ul>\n  <li><strong>Facteur de 5</strong> : Utiliser un facteur de 5 peut accélérer les simulations et aider à identifier des erreurs potentielles, mais cela peut également entraîner des résultats imprécis, avec des erreurs pouvant dépasser <strong>30 %</strong>.</li>\n  <li><strong>Facteur de 1 ou moins</strong> : Une fois le modèle vérifié, il est conseillé de revenir à un facteur de 1 ou moins pour obtenir des contraintes et des déformations précises, bien que cela augmente le temps d'analyse.</li>\n  <li><strong>Maillage grossier</strong> : Un facteur plus élevé est approprié pour la conception préliminaire, permettant une évaluation rapide des concepts.</li>\n  <li><strong>Maillage fin</strong> : Un facteur plus faible est recommandé pour la simulation finale, car il fournit des résultats plus précis, notamment autour des ancrages.</li>\n</ul>\n<p>En résumé, adaptez le maillage selon l'étape de votre projet pour équilibrer efficacité et précision.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h3>Est-il possible d'importer plusieurs ancrages ?</h3>\n<p>Oui, il est tout à fait possible d'importer plusieurs ancrages. Que se passe-t-il après l'exportation de ces ancrages multiples de la connexion vers Detail ?</p>\n<p>Lors de l'importation, plusieurs blocs de béton sont créés dans Detail, en fonction du nombre d'embases présentes dans la connexion, chaque embase ayant son propre élément en béton. Cependant, il existe une limitation importante : les blocs de béton multiples ne sont pas pris en charge dans Detail (voir <strong>Limitation connue pour Detail 3D</strong>).</p>\n<p>Pour contourner cette limitation, l'utilisateur doit supprimer tous les blocs sauf un et relier toutes les autres semelles à ce bloc unique. Cela permet d'obtenir une distribution correcte des forces d'ancrage et de soudure.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h3>Conclusion</h3>\n<p>Le <strong>CSFM 3D</strong> dans <strong>IDEA StatiCa Detail</strong> est un outil puissant pour modéliser le comportement non linéaire du béton et de l'armature, en conformité avec l'Eurocode et l'ACI. Il traite efficacement les interactions de liaison, les zones de traction et de compression, ainsi que les dispositions des armatures, fournissant des solutions robustes pour l'ancrage et le transfert de charge.</p>\n<p>Les critères intégrés garantissent que les calculs s'arrêtent lorsque les limites de déformation critiques sont atteintes, et une bonne présentation des armatures est essentielle pour obtenir des résultats réalistes. La qualité du maillage est également cruciale pour la précision des simulations : un maillage plus fin offre une plus grande précision, mais nécessite un temps d'analyse plus long.</p>\n<p>N’oubliez pas que le renforcement supplémentaire, le transfert des forces transversales et des paramètres d'exportation appropriés sont des éléments clés pour des conceptions précises conformes aux normes.</p>\n<p>Pour des informations plus détaillées, nous vous invitons à visionner le webinaire <strong>10 Most Frequently Asked Questions for 3D Anchoring</strong> (Les 10 questions les plus fréquemment posées sur l'ancrage 3D) ou le webinaire en néerlandais sur <strong>3D Detail : Calcul d'ancrage avec renforcement dans 3D Detail</strong>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4860c3a6_2b94_0133_4541_34794e486d10\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n60dba8f2_8efa_0131_1635_311f83f91b54\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ac3f7aa4_1402_0130_f1d3_e05e058cac3b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n86c0e5b8_96b6_011b_0da1_5fee3e625fef\"></object>"
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                    "value": "<h2>Introduction</h2>\n<p>The confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to lateral pressure (active) or confinement provided by surrounding materials (passive), such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.&nbsp;</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Active confinement is considered while designing, for example, partially loaded areas, concrete hinges, etc.</li>\n</ol>\n<p>In the following figure, you can notice how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c82248d-2921-4a12-8752-4ed3b69cb201/32.png\" data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Confinement effect and influence on the bearing capacity of structures}}}\\]</em></p>\n<p>Before we get into the example itself, let's recall how the concrete material is defined in the application.</p>\n<h2>Concrete material definition in IDEA StatiCa Detail</h2>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;<strong>Mohr-Coulomb&nbsp;plasticity theory</strong> for monotonic loading.</p>\n<p>In general, for a given angle of internal friction of the concrete, which is around&nbsp;<em>φ = 30°</em>, the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 2.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where&nbsp;<em>f</em><em><sub>c</sub></em>&nbsp;is concrete strength in compression,&nbsp;<em>f</em><em><sub>ct</sub></em>&nbsp;is concrete strength in tension,&nbsp;<em>φ</em>&nbsp;is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>,&nbsp;</em>σ<em><sub>c</sub></em><sub>3</sub>&nbsp;are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em>&nbsp;(see below), also increases.</p>\n<p>In 3D CSFM as implemented in IDEA StatiCa Detail, the angle of internal friction is considered as&nbsp;<em>φ = 0°,&nbsp;</em>as shown in Figure 3.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>&nbsp;is constant as σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent \"damaging\" uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>Comparing Figure 2, where the real angle of internal friction is used, and Figure 3, which shows the Mohr-Coulomb theory's implementation with a zero angle of internal friction, it can be seen that the approach chosen for the calculations in the Detail application is very conservative for the assessment of the triaxial stress state. Note that the model with zero friction angle resembles the Tresca model, with tension cut-off.</p>\n<p>Read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h2>Triaxial test&nbsp;– an active confinement example</h2>\n<p>In the example, we will simulate a triaxial test to explain how the triaxial pressure effect is implemented in 3D CSFM in IDEA StatiCa Detail. This will, therefore, be an example of <strong>active confinement</strong>. All calculations will be in characteristic values.</p>\n<p>The model is of the solid block type with plan dimensions 1.0 x 1.0 m and a height of 3.0 m made of C30/37 concrete supported by a rigid surface support in the Z direction. Only for the sake of the stability of the analysis model, the X and Y directions are also included on the surface support with a neglectable stiffness value. The load is applied in two steps. In the first step, a hydrostatic pressure (σ<em><sub>c,</sub></em><sub>1</sub> = σ<em><sub>c,</sub></em><sub>2</sub> = σ<em><sub>c,</sub></em><sub>3</sub>) of 20 MPa is applied to the model. This high value, relative to the concrete strength, was chosen mainly to demonstrate the stability of the computational model.</p>\n<figure data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7494607-2b43-4caa-a8e1-0f4288da7e11/Tri-axial%20test.png\" data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Triaxial test setup - model, load, and boundary conditions}}}\\]</em></p>\n<p>After calculating the model, we get the value σ<em><sub>c,eq</sub></em> = 0 MPa in the whole model. This corresponds to the previous definition of the implementation of the Mohr-Coulomb&nbsp;plasticity theory in Detail.</p>\n<figure data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb50b0f7-cced-42a8-ae95-53f49b768cdb/Eq%20stress%20step%201.png\" data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Equivalent Principal Stress - first calculation step}}}\\]</em></p>\n<p>In the second step, a surface load of 50 MPa is applied to the upper surface of the model. Note that this load is higher than the considered axial compressive strength of concrete of 30 MPa. The objective of the test is to demonstrate that no load greater than the compressive strength of the concrete will be applied in this step. The calculation should, therefore, stop so that the applied load equals the resulting value of σ<em><sub>c,eq</sub></em>.</p>\n<p>Let us now look at the results. As expected, the calculation was stopped because the plastic strain criteria in the concrete, which is 5%, were exceeded.</p>\n<figure data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0aeb3a83-a813-4b7e-ab8a-2c5be92749fe/Stop%20criterion%20after%202.%20step.png\" data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Calculation result after the second step}}}\\]</em></p>\n<p>If we go through the results, we find that they match the assumptions defined above. This shows that the concrete model in Detail works correctly in terms of active confinement.</p>\n<figure data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/399058ba-db6c-445e-8468-98eb0a4d4607/Load%20stress%20step%202.png\" data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad a) Applied load in step 2; b) Equivalent principal stress; c) Principal stresses σc,3 a σc,1}}}\\]</em></p>\n<p>The stress peaks that can be observed at the top and bottom surfaces are caused by the way of applying surface load and surface support to the edges of the mesh from tetrahedral elements with nodal rotations. And also the fact that the maximum nodal values from adjacent finite elements are always displayed in the Detail application. However, the subject of this article is not the specification of this method, so we will not pursue it further.</p>\n<h4>ABAQUS verification</h4>\n<p>In the next step, we will look at a comparison with models created in ABAQUS, where Mohr-Coulomb&nbsp;plasticity theory is also used to define concrete. We will compare the results from Detail with a real concrete model with an internal friction angle of 30°. Thus, we demonstrate the conservativeness of the approach in 3D CSFM.</p>\n<figure data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8d6859d-2d6f-4ac9-ab6c-1d1aa11c4d42/Tri-axial%20ABAQUS.png\" data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad ABAQUS model: a) Concrete mesh 2; b) Load definition; c) Principal stresses σc,3}}}\\]</em></p>\n<p>In ABAQUS, we created a model similar to the model in Detail. The definitions of material, boundary conditions, and loads are identical. On the other hand, the concrete mesh is simplified. The results for two calculations, one using <em>φ = 0°; c = 15 MPa and the second φ = 30°; c = 8.65 MPa</em>, are shown in the graph below as well as the comparison with other angles of internal friction <em>φ =&nbsp;</em>10°, 20°, 40°.</p>\n<figure data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d7b7d8b7-4c82-42de-bcb4-f3c0c8b93f48/Tri-axial%20ABAQUS%20comparison.png\" data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Comparison of 3D CSFM, an ABAQUS model with various angles of internal friction }}}\\]</em></p>\n<p>The graph shows the match between the 3D CSFM and ABAQUS models for <em>φ = 0°</em>. It is also clearly illustrated that the simplifications in the definition of the concrete material in 3D CSFM (the horizontal plastic branch of the stress-strain diagram and horizontal Mohr-Coulomb linear envelope), which lead to both better clarity and, more importantly, faster calculation, also lead, at least in terms of tri-axial stress, to conservative results.&nbsp;</p>\n<p>As a last point, it is worth mentioning that if we consider a hydrostatic stress higher than 20 MPa, the difference between models <em>φ = 0°</em> and other angles would be even greater.</p>\n<h2>Conclusion</h2>\n<p>It was shown and explained that the calculation in 3D CSFM is consistent with the assumptions reported in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>. This was verified by comparison with ABAQUS models and the conservatism of the 3D CSFM approach to the tri-axial stress phenomenon was demonstrated.</p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In this article, we present a unit test study aimed at verification 3D-CSFM of concrete anchor pull-out behavior through a direct comparison with experimental results<sup>[1]</sup>. The focus of our investigation lies in evaluating the predictive capabilities of numerical models in capturing the key aspects of anchor behavior, including failure modes, and ultimate capacity. Our study encompasses a diverse range of anchor diameters, from &nbsp;10mm up to 32mm reflecting the variability encountered in practical engineering scenarios. Allowing us to discern any diameter-dependent trends and assess the robustness of 3D-CSFM across different scales. It is noteworthy to mention that all simulations are conducted within 3D-CSFM, a method implemented in IDEA StatiCa Detail, utilizing default settings for all parameters.&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the 3D-CSFM's performance in modeling post-installed bonded anchors, we must consider two failure modes:<strong> pull-out</strong>, where the bond stress (τ<sub>b</sub>) is equal to design bond stress (τ<sub>bd</sub>), and <strong>yielding of the anchor itself,</strong> meaning limit <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">plastic strain</a> is reached.<br>\n</p>\n<figure data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/194daeb0-87cc-4fe3-9ee0-96b49558ec8d/Table%202.1%20failure%20modes%20N.png\" data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this study, Hilti HIT-RE500 - SD Injectable Mortar with Reinforcement (500B) anchors were modelled in IDEA StatiCa Detail and the results compared with the experimental data<sup>[1]</sup>.&nbsp;</p>\n<p>The dimensions of the concrete blocks and their reinforcement were carefully considered to mitigate any potential effect on pullout behavior, thus ensuring the validity of the experimental results<sup>[1]</sup>. One concrete block size was used for all anchor unit tests (1.0x1.0x0.5 m; WxDxH). The block is reinforced by bars of steel B 500B and diameter of 8-14 mm. 8 layers of bars around each surface (except for bottom surface, rebars are modeled as continuous through the bottom support) with distance layer of 135.0 mm. &nbsp;All safety factors prescribed by relevant building codes were rigorously adhered to, with a setting of 1.0 employed throughout the calculations. The size of the anchor hole compared to the diameter of the anchor itself was not explicitly considered in the calculation model.</p>\n<figure data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/52eccae5-c38d-4c38-af89-01f276369a6d/01_rebars.png\" data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1 Side view of a reinforced concrete block with glued in anchor}}}\\]</em></p>\n<figure data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0069a93-e7cd-4f0a-bbc4-2493b3d702ab/Concrete_block.png\" data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2 View of a reinforced concrete block with highligted anchor. Diameter of anchor equals to 16 mm }}}\\]</em></p>\n<p>The anchor bond strength, a critical parameter in anchorage design, was determined to be 15.4 MPa according to experiments consideration<sup>[1]</sup>, and 12.0 MPa for the second verifying model. Similarly, according to the experiment, the length of the anchor embedment in the concrete block was consistently determined. The additional 50 mm length of the anchor above the concrete block to which the axial tensile force was applied were considered in the model. In this test, anchors with a diameter of 10mm, 12mm, 16mm, 20mm, 25mm, 32mm were compared with experimental results. Experimental set ups summarized in Table 2.2.</p>\n<figure data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f3ccf8a-b9a2-4995-ac89-008aa7fb640d/experimental%20set%20up.png\" data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" alt=\"\"></figure>\n<p>Utilizing a 3D-CSFM Solid Block model, the analysis encompasses a comprehensive examination of various aspects including anchor pull-out characteristics, determination of critical load thresholds, and nuanced prediction of failure modes.&nbsp;</p>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchor used in the CSFM analysis are summarized in Table 2.2. The yield stress (\\(f_{yk}\\)) and the ultimate stress (\\(k \\times f_{yk}\\)) of the reinforcement, as well as the compressive strength (\\(f_{ck}\\)), plastic strain (\\(\\epsilon_{c2}\\)), and limit plastic strain (\\(\\epsilon_{cu2}\\)) of the concrete, were selected based on the conditions noted in the experiment remarks. The Bond Strength is also specified by the manufacturer in the provided prospectus.</p>\n<figure data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a9a5af3d-6615-4779-ba52-2c901ef58195/Table%202.3%20materials%20N.png\" data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3 Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B 500B, (b) Stress-strain diagram of concrete C30/37 }}}\\]</em></p>\n<h2>Comparison with experimental results&nbsp;</h2>\n<p>This section compares experimental results from the manufacturer with the ultimate loads and failure modes predicted by the 3D-CSFM. Six instances of ultimate pull-out load, corresponding to various anchor diameters, were matched against outcomes from the 3D-CSFM. Additionally, a specific failure mode was determined for each anchor diameter.</p>\n<h2>Failure modes and ultimate loads</h2>\n<p>Table 2.4 presents a comprehensive summary of the ultimate loads recorded in experimental tests (P<sub>u,exp</sub>) and those predicted by the 3D-CSFM (P<sub>u,3D-CSFM</sub>), along with the corresponding failure modes. Ratios exceeding one indicate that the model's predictions are conservatively higher than the measured values. As evidenced in Table 2.4, the primary failure modes predicted by all 3D-CSFM analyses are consistent with the experimental findings, although some discrepancies in specific failure subtypes are noted for larger diameters. The 3D-CSFM predictions are generally accurate, with slightly conservative tendencies indicated by ratios greater than 100% for the larger diameters.&nbsp;</p>\n<figure data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d25551c8-8718-45e4-92d4-bac6d6fd355c/Table%202.4%20resultsN.png\" data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" alt=\"\"></figure>\n<p>Additionally values of (\\(P_{u,bar}\\))&nbsp;and (\\(P_{u,bond}\\)) were calculated and added to the table.</p>\n<p>\\(P_{u,bar}=A_{bar}\\cdot k \\cdot f_{yk}\\)</p>\n<p>\\(P_{u,bond}=C_{bar}\\cdot l_{bar} \\cdot \\tau_{bd}\\)</p>\n<p>Where (\\(A_{bar}\\)) is an area of the anchor, (\\(C_{bar}\\)) is the circumference of the anchor, and (\\(l_{bar}\\)) is a length of the anchor in the concrete.</p>\n<p>It can be seen, from the values presented above, that the experiment is set to prove that the solver is able to <strong>correctly calculate combined Pull-out and YA failure mods</strong>.</p>\n<p>In addition, the same models with the bond strength of (\\(\\tau_{bd} = 12.0 MPa\\)) were calculated and compared with analytically determined values of (\\(P_{u,bond}\\)).</p>\n<figure data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/546261bc-f88e-4b6d-92c9-11f86583559a/Table%202.5%20resultsN.png\" data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" alt=\"\"></figure>\n<p>Figure 1.4 corroborates the outcomes indicated in Table 2.4 by showing that the full capacity of bond stress is achieved as well as limit strain, which consequently leads to the failure mode being identified as <strong>Pull-out and YA</strong>.</p>\n<figure data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f19bffb4-36cf-4f83-8f95-bd6788f5d1e4/07_bond%20stress%20a%20strain%20check_12%20mm.png\" data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4 Anchor 16 mm: Strain check value (left) and Bond stress (right) }}}\\]</em></p>\n<figure data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a481fc30-f5f0-436e-baba-f73fcda00ed6/03_Summary_Stress%20flow_32%20mm.png\" data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5 Anchor 32 mm: Stress flow view }}}\\]</em></p>\n<figure data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bbd6ca5b-68ef-41cd-abe9-b54f269efc05/04_Stress%20in%20the%20reinforcement_bar%2025%20mm.png\" data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6 Anchor 25 mm: Stress in the reinforcement }}}\\]</em></p>\n<figure data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bd58d6f-47fb-4d7c-9929-6357eb604c9e/05_Strain%20in%20the%20reinforcement_20%20mm.png\" data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7 Anchor 20 mm: Strain in the reinforcement }}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p><br>\nThe comparison between experimental data<sup>[1]</sup> and the beta version of the 3D-CSFM indicates a satisfactory correlation. Key insights from this preliminary evaluation include:</p>\n<ul>\n  <li>A strong correlation has been established for all anchors, evident in the failure modes observed in models and the values of ultimate loads.&nbsp;</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<h2>References&nbsp;</h2>\n<p>[1] - HILTI. Hilti HIT - RE500 - SD Injectable Mortar with Rebar (500B). HILTI CORPORATION. <a href=\"Https://www.hilti.com.hk/\" title=\"https://www.hilti.com.hk/\"><em>Https://www.hilti.com.hk/</em></a> [online]. 2016 [cit. 2024-04-22]. Available from: <a href=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf\" title=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/submittal-asset-doc-loc-8336225.pdf\">https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf</a></p>\n<p><br></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>This article presents a unit test for the 3D Compatible Stress Field Method (3D-CSFM) applied to cantilever beams with variations in length, reinforcement, and concrete grades. The 3D-CSFM enhances the established <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">2D-CSFM</a>, both integral to IDEA StatiCa Detail. Released in beta, the 3D-CSFM adheres to the foundational principles of its 2D predecessor. The assessment of the FEA model is currently being refined to ensure that the results accurately reflect the appropriate behavior. Comparison comes from a series of unit test that were conducted during the process of development and include results from 2D-CSFM and analytical norms from Eurocode 2: Design of concrete structures - Part 1-1, chapter 6.1. The 3D approach in IDEA StatiCa Detail &nbsp;features two primary classes of models: the \"wall element\" and the \"solid block.\" Both are further elaborated within the article, using standard settings in IDEA StatiCa Detail.<br>\n&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the performance of the 3D-CSFM in comparison to the 2D-CSFM and established analytical methods, we classify observed failure modes into three categories: Concrete crushing (C) and yielding of flexural reinforcement (R), or a combination of these two (CR). This classification allows for a structured comparison of failure mechanisms as predicted by different modeling approaches. Table 2.1 defines mentioned failure types by specifying material limit values. The models were specifically designed with robust shear reinforcement to exclude failure due to shear and focus solely on simple bending behavior.</p>\n<figure data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0720838b-3afd-4c1c-8fbe-493b84081581/Table%202.1.png\" data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In the tests, the loads were defined differently based on the model type: as a line load measuring 0.3 m at the end of the beam for the 2D-CSFM, the 3D-CSFM wall element, as a surface load (0.3 x 0.3 m) at the end of the beam for the 3D-CSFM solid block, and as point load in the analytical approach with a location corresponding to resultant force of the previous types.</p>\n<p>There are two types of setup in these sets: <strong>WC </strong>(Weak concrete) <strong>WR</strong> (Weak reinforcement).</p>\n<p>The flexural reinforcement in the models consisted of continuous reinforcing bars with a diameter of Ø = 20 mm. The WR (Weak Reinforcement) model utilized two reinforcement bars, while the WC (Weak Concrete) model included six. The shear reinforcement, made up of Ø = 10 mm stirrups spaced 100 mm apart, was deliberately designed to be robust, thereby precluding any shear failure mode. The shear reinforcement is consistent for all the models.</p>\n<p>The WC are of a concrete grade C16/20 featuring six reinforcement bars, and WR setups using concrete grade C40/50 with two reinforcement bars. The lengths of the test examples varied, measuring 1.0m, 2.5m, and 4.0m.</p>\n<p>Considering all the variations mentioned, this unit test resulted in six different models. These models are described in detail in Table 2.2.</p>\n<figure data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/510dc859-ebc9-4e7f-ba90-e8cd0c064585/Table%202.2%20unit%20test.png\" data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" alt=\"\"></figure>\n<figure data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5820b312-337f-4828-a871-938aa2412b5b/Cross_section_view_with_dimension%20_without_stirrups.png\" data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1\\qquad Cross-section set ups:&nbsp;(a) - WC, (b) - (WR)}}}\\]</em></p>\n<figure data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a770e52-890d-495d-952a-173c2a1baa8a/All_canilever_in_one.png\" data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2\\qquad Length set ups:&nbsp;(a) - 1.0 m, (b) - 2.5 m, (c) - 4.0 m}}}\\]</em></p>\n<h2>Material properties</h2>\n<p>The material properties of concrete and flexural reinforcement used in the&nbsp;<a data-item-id=\"eaab962d-ba44-4ee0-8fa7-45193c9f52b5\" href=\"\">CSFM</a>&nbsp;analysis are summarized in table 2.2<strong>.</strong> The yield stress (f<sub>yk</sub>) and the ultimate stress (k*f<sub>yk</sub>) of the reinforcement as well as the compressive strength (fck), plastic strain(ɛ<sub>c2</sub>) and limit plastic strain (ɛ<sub>cu2</sub>) of the concrete and were selected to clearly illustrate the behavior of the materials under stress.<em>&nbsp;</em></p>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B500N, (b) Stress-strain diagram of concrete C16/20 and C40/50&nbsp;}}}\\]</em></p>\n<figure data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1768bd9b-d9be-4e3c-920c-92695c031d8d/table%202.3_material%20properties_2.png\" data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" alt=\"\"></figure>\n<h2>Modelling with 3D-CSFM</h2>\n<p>In the IDEA StatiCa Detail application, there are model types: the 2D model type utilizes the established CSFM method, while the 3D model type features the newly developed beta version of the 3D-CSFM method. Within the 3D model type, users can choose between two classes of models: 3D Wall and Solid Block.&nbsp;</p>\n<ul>\n  <li>Each class of 3D models within IDEA StatiCa Detail utilizes a different mesher, specifically chosen and optimized for fast and stable calculations. The shape and size of the mesh elements are finely tuned to enhance the performance and accuracy of model computations.&nbsp;</li>\n  <li>Both 3D model classes in IDEA StatiCa Detail use tetrahedron elements for meshing. Specifically, the 3D wall class features mesh elements shaped in a ratio where one dimension is significantly smaller than the other two, effectively mirroring the shape of a wall. This design choice optimizes the mesh for accurate representation and analysis of wall-like structures. The model class \"Solid Block\" general size mesh elements, which are designed to provide a balanced approach to meshing that is suitable for a wide variety of solid geometries. This method ensures efficient and effective analysis across different scenarios.</li>\n  <li>The material of the 3D Wall model is designed as an orthotropic material. This means that the lateral shear stress is transferred by the concrete, accommodating the unique structural behaviors typical of wall elements.&nbsp;</li>\n  <li>To ensure optimal meshing for the 3D wall model class, tailored for wall structures, the mesh multiplier factor was adjusted to 0.7. This was crucial to match the number of elements with those in the Solid block model class, which was set up for the unit test using default settings.</li>\n</ul>\n<h4>Geometry</h4>\n<p>When defining the geometry of the tested specimen in the IDEA StatiCa Detail application (both 2D and 3D environment), the length was set as the variable length (1.0m, 2.5m, 4.0m) plus an additional 1.15 meters. On this additional length of 1.15 meters, supports were defined on top and bottom surfaces with rigid stiffness in all directions.</p>\n<h4>Loads</h4>\n<p>In the tests, the loads were defined differently based on the model type. In the 2D model type, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment on 3D Wall model class, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment for the solid block model class, the load was applied as a surface load measuring 0.3 x 0.3 m at the end of the beam. In the analytical approach, a point load was utilized, positioned to correspond with the resultant force derived from the other model types.</p>\n<figure data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/630701e4-9e3a-4cea-8b94-97519b401a04/Solid%20block%20WC%205%20m%20load.png\" data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4\\qquad Surface load on Specimen: 3D Solid Block WC 4.0}}}\\]</em></p>\n<h2>Calculated Critical Load&nbsp;</h2>\n<p>In the comparison figure 1.5 featuring six model variants distinguished by length and options of WC (weak concrete) and WR (weak reinforcement), the 3D methods generally exhibit a solid match. Notably, the 3D Wall model class's mesh factor was adjusted to 0.7 to equalize the number of elements across the model's height, making it comparable to the solid block general model. The 3D results are slightly higher than the 2D CSFM solutions, as expected due to the inclusion of triaxial stresses and simplifications in 2D CSFM. Analytical results align with 3D and 2D CSFM in most cases, except for higher values in short 1.0 m WC and WR scenarios, where shear interactions (concrete strut in compression) significantly impact but are overlooked analytically, explaining the lower values from 3D models. This is corroborated by 2D CSFM results.</p>\n<figure data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/870661e6-e17d-4c74-af56-6e6001ceb548/critical_load_chart.png\" data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5\\qquad Calculated Critical Load}}}\\]</em></p>\n<h2>Load-deformation response</h2>\n<p>The comparison of diagrams across the different methodologies reveals distinct behavior patterns for each. The 2D-CSFM is depicted with a black dotted line, the 3D-CSFM Wall model class with a red solid line, the 3D-CSFM Solid block model class with a blue dotted line, and the standard approach based on section check according to EN with an orange solid line. Displacement and forces were measured from the end of the cantilever.&nbsp;</p>\n<p>In the diagrams, the analytical results are represented by a constant line, indicating that only a single value for the bending resistance of the given specimen is obtained. This portrayal underscores the static nature of analytical results in contrast to the incremental approach for nonlinear solution.</p>\n<p>In Figure 1.6, there was a strong correlation between the results from the 3D-CSFM and the 2D-CSFM across all tests, aligning well within the range of available measurement data. The analytical approach, however, showed higher force values, anticipated due to its exclusion of shear resistance interaction, especially significant given the beam's 1.0 m length. This highlights the analytical method's limitations in fully capturing the comprehensive forces affecting the specimen.&nbsp;</p>\n<figure data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c59c4c0-8f1c-4043-992d-16b8ac9d8323/WC%201.0%20Chart.png\" data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6\\qquad Calculated Load-Deformation respond: (a) WR 1.0, (b) WC 1.0&nbsp;}}}\\]</em></p>\n<p>In Figure 1.7, which captures load-deformation responses for models with a length of 2.5 meters, all methods show a great match in results. Both 3D models align closely with the analytical results calculated by EN. Comparatively, the 3D method exhibits slightly higher values than the 2D CSFM solution, yet these differences remain within a tolerable margin.</p>\n<figure data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/96d9b437-92a2-4782-aec4-e57bed98a45e/chart%20wc%202.5m_1.2.png\" data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7\\qquad Calculated Load-Deformation respond: (a) WR 2.5, (b) WC 2.5}}}\\]</em></p>\n<p>In the final Figure 1.8, a good correlation is observed among the methods, with the 3D models displaying higher values than both benchmark results. These variances, however, remain within acceptable limits.</p>\n<figure data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/674b490f-3316-49f4-a4c5-9ade9016f9b9/WC%204.0%20Chart.png\" data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.8\\qquad Calculated Load-Deformation respond: (a) WR 4.0, (b) WC 4.0}}}\\]</em></p>\n<figure data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1db0002e-c422-4908-848d-91fb304e18b2/Table%202.4%20failure%20modes.png\" data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" alt=\"\"></figure>\n<figure data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9154f3e-bcff-4de3-8502-63e1e6cd8601/Comparasion_Detail_to_Capacity.png\" data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" alt=\"\"></figure>\n<figure data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63db0112-123a-4fe9-9a12-29e7c2d24b37/sigma_s_wr_5.png\" data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.9\\qquad Calculated value of reinforcement stress&nbsp;on WR 4.0 different model types:&nbsp;(a) 2D, (b) 3D - Solid Block, (c) 3D - Wall}}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p>Given the close alignment between the 3D-CSFM results and those from 2D-CSFM and analytical methods, several conclusions can be drawn:</p>\n<ul>\n  <li>The newly developed 3D-CSFM, although still in its beta version, is already demonstrating promising results.</li>\n  <li>In the load-deformation response and critical load evaluations, the 3D-CSFM shows a strong alignment with the analytical approach where shear effects are minimal. However, in scenarios where shear interactions significantly influence structural resistance, a decrease in resistance is observed. This is an expected outcome and validates that the solver is performing correctly.</li>\n  <li>In the analysis of a cantilever beam subjected to simple bending, both classes of 3D models—the Wall Element and Solid Block—exhibit similar behavior. This consistency underscores the robustness of the 3D-CSFM approach in modeling such structural scenarios.</li>\n</ul>"
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                    "value": "<h2>Introduction</h2>\n<p>The passive confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to confinement provided by surrounding materials, such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Mechanisms of passive confinement</strong>:\n    <ul>\n      <li><strong>Internal confinement</strong>: Achieved through transverse reinforcement such as ties, stirrups, or spirals within reinforced concrete. These reinforcements prevent the concrete from cracking and bulging outward.</li>\n      <li><strong>External confinement</strong>: Involves the use of external materials like fiber-reinforced polymer (FRP) wraps, steel jackets, or concrete jackets applied around the structural member. This method is often used for retrofitting and strengthening existing structures.</li>\n    </ul>\n  </li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Confinement is widely used in the design of columns, bridge piers, and other critical structural elements. It is also used in retrofitting and strengthening existing structures to improve their load-carrying capacity.</li>\n</ol>\n<p>In the following figure, you can observe how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff38065e-58f4-4de6-ae36-7f859e63e19f/Passive%20confinment%20model.png\" data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Stress-strain model proposed for monotonic loading of confined and unconfined concrete [2]}}}\\]</em></p>\n<h2>Columns subjected to high compressive loading&nbsp;– a passive confinement example</h2>\n<p>In this example, we compare several differently shaped columns subjected to high compressive loading with different topologies and reinforcement ratios, calculated in IDEA StatiCa Detail and calculated by different analytical approaches by Morger, et al. [1], which are given in several current standards –&nbsp;<em>fib</em> Model Code for Concrete Structures 2010 (MC 2010) [3], SIA 262:2013 Concrete Structures (SIA 262) [4], and Eurocode 2 - Design of concrete structures EN 1992-1-1:2023 (EC 2) [5].</p>\n<p>Before we get into the verification itself, let's recall the theoretical basics of 3D CSFM implemented in the application IDEA StatiCa Detail – <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h3>Analytical methods</h3>\n<p>The whole verification is based on the analytical approaches already mentioned in [1]. In this text, we will only give a basic description of the analytical methods of calculation including the relevant formulas. For a better understanding, we recommend studying the paper [1] in more detail.</p>\n<p>The load-bearing resistance of an RC member in compression can be obtained by summing up the three individual components with their associated cross-sectional areas: (i) the uniaxial concrete compressive strength of the entire concrete cross-section, (ii) the compressive strength of the longitudinal reinforcement, and (iii) the increase in concrete compressive strength due to a triaxial stress state provided by confining reinforcement:</p>\n<p>\\[N_{R}=\\underset{(i)}{\\underbrace{f_{c}\\cdot A_{c}}}+\\underset{(ii)}{\\underbrace{(f_{sy.l}-f_{c})\\cdot A_{s.l}}}+\\underset{(iii)}{\\underbrace{\\Delta f_{conf}\\cdot A_{conf}}}\\]</p>\n<p>where <em>f</em><em><sub>c</sub></em> = uniaxial concrete compressive strength, <em>A</em><em><sub>c</sub></em> = concrete cross-section area, <em>f</em><em><sub>sy,l</sub></em> and <em>A</em><em><sub>s,l</sub></em> = yield strength and total cross-sectional area of longitudinal reinforcement, <em>Δf</em><em><sub>conf</sub></em> = concrete compressive strength increase due to confinement, and <em>A</em><em><sub>conf</sub></em> = governing confined concrete area.</p>\n<p>In this article, the coordinate system of an RC member in compression is chosen such that the loading direction coincides with the x-axis, which is referred to as the longitudinal direction. The y and z-directions are, thus, referred to as lateral directions.</p>\n<figure data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6623bde0-2bef-429d-bdc7-8619c947b2a0/most%20important%20geometrical%20parameters.png\" data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Definition of most important geometrical parameters [1]}}}\\]</em></p>\n<p>The increase of the concrete compressive strength <em>Δf</em><em><sub>conf</sub></em> due to confinement is approximately four times the lateral compressive stress [6].</p>\n<p>\\[\\Delta f_{conf}=4\\cdot min(\\sigma_{confy},\\sigma_{confz})\\]</p>\n<p>Assuming yielding of the confining reinforcement and full dispersion of the confining forces, the confining stresses follow equilibrium as:</p>\n<p>\\[\\sigma_{confy}=\\frac{\\sum A_{s.confy}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csz}};\\sigma_{confz}=\\frac{\\sum A_{s.confz}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csy}}\\]</p>\n<p>Where <em>f</em><em><sub>sy.conf</sub></em> is the yield strength of confining reinforcement.</p>\n<p>The following sub-sections present the different existing approaches to determine the governing confined concrete area <em>A</em><em><sub>conf</sub></em> (and the corresponding effectiveness factor k) according to current design guidelines (EC 2, SIA 262, and MC 2010) and according to a new model approach for passive confinement presented in [1].</p>\n<h4>Design approaches according to design guidelines</h4>\n<p><strong>EC2 </strong>determines the governing confined concrete area <em>A</em><em><sub>conf,EC2</sub></em> based on arching action between the discretely distributed load introduction points of the confining reinforcement.</p>\n<p>\\[A_{conf.EC2}=\\underset{A}{\\underbrace{\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)}}\\cdot \\underset{B}{\\underbrace{\\left( \\frac{(b_{csy}\\cdot s_{x}/2)\\cdot(b_{csz}-s_{x}/2)}{b_{csy}\\cdot b_{csz}}\\right)}}\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>This equation, applicable to rectangular crosssections, is based on the work of Mander [2]. For more information and an understanding of parts A and B, refer to [1].</p>\n<figure data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/38782f2d-a9f4-4eb7-a10b-16a298b9d0bc/Confined%20concrete%20area%20according%20to%20EC2.png\" data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Definition of confined concrete area according to EC 2: (a) confined concrete area at the section of a confining }}}\\) \\( \\textsf{\\textit{\\footnotesize{reinforcement layer (e.g., x = sx/2), (b) and (c) longitudinal dispersion of confining forces, (d) governing confined concrete }}}\\) \\( \\textsf{\\textit{\\footnotesize{area at the center between two confining reinforcement layers (e.g., x=0, dotted lines indicating section from (a) as reference).}}}\\)</em></p>\n<p>It is worth mentioning that in EC2, the effectiveness factor of the confining reinforcement&nbsp;<em>k</em> is used to express the load-bearing resistance. Factor <em>k</em> is the ratio between the governing confined concrete area <em>A</em><em><sub>conf</sub></em> and the cross-sectional area Ac.</p>\n<p>\\[k=\\frac{A_{conf}}{A_{c}}\\]</p>\n<p>Using this factor, the load-bearing resistance <em>N</em><em><sub>R</sub></em> can be rewritten as:</p>\n<p>\\[N_{R}=\\left( f_{c}+k\\cdot \\Delta f_{conf}\\right)\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}\\]</p>\n<p>The effective factor is then defined as:</p>\n<p>\\[k=\\left(\\frac{b_{csy}\\cdot b_{csz}-\\frac{1}{6} \\sum b_{i}^{2}}{b_{cy}\\cdot b_{cz}}\\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>For the purposes of this article, however, we will stick to the load-bearing resistance <em>N</em><em><sub>R</sub></em> expression from the beginning of the chapter over the use of the governing confined concrete area <em>A</em><em><sub>conf</sub></em>.</p>\n<p><br></p>\n<p><strong>SIA 262</strong> defines the governing confined concrete area <em>A</em><em><sub>conf,SIA262</sub></em> based on the stress field illustrated in Figure 4, proposed by Sigrist [7].</p>\n<p>\\[A_{conf.SIA262}=(b_{csy}-s_{x})\\cdot (b_{csz}-s_{x})\\]</p>\n<figure data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/347a80eb-2fa9-45fb-905b-0467fd46546f/Confined%20concrete%20area%20according%20to%20SIA%20262.png\" data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Definition of the confined concrete area according to SIA 262: (a) stress field and (b) lateral section at the level&nbsp;}}}\\) \\( \\textsf{\\textit{\\footnotesize{of the confining reinforcement (e.g., x = sx/2).&nbsp;}}}\\)</em></p>\n<p><br></p>\n<p><strong>MC 2010</strong> defines the governing confined concrete area as a combination of the two models forming the basis of the EC 2 and SIA 262 formulation:</p>\n<p>\\[A_{conf.MC2010}=\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)\\cdot \\left( \\frac{(b_{csy}\\cdot s_{x})\\cdot(b_{csz}-s_{x})}{b_{csy}\\cdot b_{csz}}\\right)\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csz}} \\right)\\]</p>\n<p><br></p>\n<p><strong>The new model approach for passive confinement</strong> introduced in [1] defines the simplified confined concrete area <em>A</em><em><sub>conf,simp</sub></em> as a function of the confining reinforcement geometry and spacing.</p>\n<p>\\[A_{conf.simp}=\\left(b_{csy}-\\frac{\\sqrt{s_{x}^{2}+s_{z}^{2}}}{2}\\right)\\cdot \\left(b_{csz}-\\frac{\\sqrt{s_{x}^{2}+s_{y}^{2}}}{2}\\right)\\]</p>\n<h3>IDEA StatiCa Detail models</h3>\n<p>Models are of the solid block type with various plan dimensions <em>b</em><em><sub>cy</sub></em> x <em>b</em><em><sub>cz</sub></em>, height <em>h</em><em><sub>x</sub></em>, and stirrups distance <em>s</em><em><sub>x</sub></em> made of C30/37 concrete supported by rigid surface support in the X, Y, Z direction at the bottom surface. For the sake of the stability of the top concrete cover in the model, the top surface is also supported in horizontal directions by rigid support. Concrete cover <em>c</em> is 30 mm for all models. There are always four longitudinal rebars with the diameter <em>Φ</em><em><sub>s,l</sub></em><em> = 10 mm</em>. Stirrups, the confining reinforcement, and longitudinal bars are modeled from steel B500B. All calculations are in characteristic values.</p>\n<figure data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6056a8a4-94ea-43e1-974d-f85cd120b862/Passive%20confinement%20models.png\" data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad IDEA StatiCa Detail models a) 0.75 x 1.5 x 4.0; b) 1.0 x 1.0 x 4.0; c) 0.75 x 2.5 x 5.0; d) 2.0 x 2.0 x 6.0}}}\\]</em></p>\n<p>A load greater than the expected load capacity is always applied. The program then searches for the maximum possible applicable load so that one of the defined criteria is not exceeded. In this case, it is always the limit strain criterion of the stirrup reinforcement, which is a maximum of 5%, but due to the implemented Tension stiffening, the limiting value is usually lower. For more details, see <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>.&nbsp;</p>\n<p>In the following figure, it can be seen that the calculation of model 0.75 x 1.5 x 4.0 was stopped and a multiple of the applied load was found as the maximum load that the element can resist.</p>\n<figure data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/358337a5-e90c-487d-b844-b595f16be1f0/Passive%20confinement%20limit%20strain.png\" data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad IDEA StatiCa Detail – limit strain in reinforcement}}}\\]</em></p>\n<h3>Comparison of individual models</h3>\n<p>In the following tables and graphs, we present a comparison of all models created in the IDEA StatiCa Detail application and analytical approaches, including all intermediate results for one rectangular and one square model. However, there are auxiliary variables that need to be defined first.</p>\n<p><em>Φ</em><em><sub>s,l</sub></em> and <em>Φ</em><em><sub>s,conf</sub></em> are the diameters of longitudinal and confining reinforcement, <em>n</em><em><sub>y</sub></em> and <em>n</em><em><sub>z</sub></em> are the numbers of spaces <em>s</em><em><sub>y</sub></em> and <em>s</em><em><sub>z</sub></em> (meaning that the number of stirrup legs is <em>n+1</em>), <em>N</em><em><sub>R,uncf</sub></em> and <em>N</em><em><sub>R,conf</sub></em> are defined as follows:</p>\n<p>\\[N_{R,uncf}=f_{c}\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}; N_{R,conf}=\\Delta f_{conf}\\cdot A_{conf}\\]</p>\n<h4>Rectangular model a) 0.75 x 1.5 x 4.0</h4>\n<figure data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/03c627fb-abc9-460a-8076-320591572b40/0.75_1.5_4%20-%20intermidi.png\" data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" alt=\"\"></figure>\n<figure data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/abdce0f1-fc7d-4ee0-8e9e-ff7e68387e74/0.75_1.5_4%20-%20capacity.png\" data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" alt=\"\"></figure>\n<figure data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5975a9e8-2bfb-4d3d-82af-b7e0195c1cfc/0.75_1.5_4%20-%20ratios.png\" data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" alt=\"\"></figure>\n<figure data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0d6eed8-4316-4d91-a606-60b0d0a404f1/0.75_1.5_4%20-%20lbc.png\" data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ee09da0c_0ef6_0164_bae7_ba88270dd704\"></object>\n<h4>Square model b) 1.0 x 1.0 x 4.0</h4>\n<figure data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9043e607-1941-47ac-9832-5d5306eda1f0/1_1_4%20-%20intermidi.png\" data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" alt=\"\"></figure>\n<figure data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d08268c-6815-4628-84dc-361c064a4978/1_1_4%20-%20capacity.png\" data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" alt=\"\"></figure>\n<figure data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6dee50d-146e-4694-8aaa-1538379b1645/1_1_4%20-%20ratios.png\" data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" alt=\"\"></figure>\n<figure data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a5bbd9cb-0d03-41a0-9606-d1ca3265c9df/1_1_4%20-%20lbc.png\" data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3da22c56_c93b_0195_202d_02df21b941f6\"></object>\n<h4>Rectangular model c) 0.75 x 2.5 x 5.0</h4>\n<figure data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7dde6f32-d58c-4e19-8835-c0101e6c7e62/0.75_2_5%20-%20lbc.png\" data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n14a40d45_5e31_01fa_7d34_725af70e1e3f\"></object>\n<h4>Square model d) 2.0 x 2.0 x 6.0</h4>\n<figure data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/222fccb8-f601-41fe-b2aa-290ae7e5351c/2_2_6%20-%20lbc.png\" data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1bc8ae97_dcc3_0117_d9fb_2be2c6543497\"></object>\n<h2>Conclusion</h2>\n<p>Several conclusions can be drawn from the results presented above. In general, the 3D CSFM results have been shown to be quite conservative, especially for square models where the increase in load capacity due to the confinement is less than half in some examples. Good conformity, within 2% deviation, can be observed for rectangular models. Among the analytical methods investigated, the EC2 approach shows the best match in all models. This verification demonstrates that the use of 3D CSFM is safe from a passive confinement point of view and in accordance with the established methods of standards.</p>\n<h2>References</h2>\n<p>[1] MORGER, Fabian; KENEL, Albin a KAUFMANN, Walter. Passive confinement of reinforced concrete members revisited. Online.&nbsp;<em>Structural Concrete</em>. ISSN 1464-4177. <a href=\"https://doi.org/10.1002/suco.202400209\">https://doi.org/10.1002/suco.202400209</a>.</p>\n<p>[2] Mander JB, Priestley MJN, Park R. Observed stress-strain behavior of confined concrete. J Struct Eng. 1988;114:1827–49. <a href=\"https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)\">https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)</a></p>\n<p>[3] International Federation for Structural Concrete (fib). Model code for concrete structures 2010; 2013.</p>\n<p>[4] SIA. Swisscode SIA 262: concrete structures. Zurich, Switzerland: Swiss society of engineers and architects (SIA); 2013.</p>\n<p>[5] EN 1992-1-1:2023. Eurocode 2—Design of concrete structures—Part 1-1: General rules and rules for buildings, bridges and civil engineering structures; 2023.</p>\n<p>[6] Nielsen MP, Hoang LC. Limit analysis and concrete plasticity. 3rd ed. Boca Raton, FL: CRC Press; 2011. <a href=\"https://doi.org/10.1201/b10432\">https://doi.org/10.1201/b10432</a></p>\n<p>[7] Sigrist V. Zum Verformungsvermögen von Stahlbetonträgern [On the deformation capacity of structural concrete girders]. Doctoral Thesis. ETH Zürich; 1995. <a href=\"https://doi.org/10.3929/ethz-a-001492371\">https://doi.org/10.3929/ethz-a-001492371</a></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In the upcoming article, we aim to explore shear failure in beams with low amounts of stirrups. We will compare experimental data with the 3D-CSFM Solid Block model to analyze load-deformation responses and predict failure modes. This unit test includes three examples, each varying in the amount of reinforcement and dimensions of the beam. Additionally, this article extends the existing verification of the 2D CSFM[1], offering a more detailed examination of mesh variations and the number of examples. All CSFM based methods were conducted in IDEA StatiCa Detail application using mostly default settings. Further insights on this topic will be discussed later in the article.</p>\n<h2>Definition of failure modes</h2>\n<p>To facilitate the comparison of failure modes observed in the experiments with those predicted by the CSFM, the failure modes are categorized as either flexural (F) or shear (S). Although yielding of the reinforcement does not constitute a material failure per se, it is included as a part of the failure mode classification in conjunction with concrete crushing. This distinction is crucial for identifying concrete crushing failures that occur without reinforcement yielding—which are typically very brittle—from those that occur after the reinforcement has yielded, which can demonstrate a degree of deformation capacity.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.1\\qquad Definition of failure modes}}}\\]</em></p>\n<figure data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12ea1af8-8f18-4bfe-9bfa-b939452a7cf1/Failure%20modes.png\" data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this unit test all beams were supported as simple beams and loaded with a single mid-span force. Parameters as dimension reinforcement of the beam can be seen from Fig 2.1. This table includes information such as the diameter of the shear reinforcement (Ø<sub>t</sub>), spacing (s<sub>t</sub>), and the geometric reinforcement ratio (ρ<sub>t,geo</sub>). Additionally, details regarding the flexural reinforcement, including the number (n<sub>l</sub>) and diameter (Ø<sub>l</sub>) of the bars, as well as the geometry of the beams—effective depth (d), shear slenderness ratio (a/d), and width (b)—are presented. The test designated R 500m352, conducted by Huber in 2016[3], utilized specimens reinforced with one-leg hooks. In contrast, test specimens A1 and A3, which were part of an experiment performed by Vecchio and Shim in 2004[2], used two-leg closed stirrups for reinforcement.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.1\\qquad Dimensions and mode of Reinforcement: (a) R500m352, (b) A1, A3 }}}\\]</em></p>\n<figure data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/70aa47e6-ecf5-4b9c-9fd8-53134e2d0446/Reinforcement%20drawing%20scketch.png\" data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.2\\qquad Reinforcement Properties}}}\\]</em></p>\n<figure data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9530187-788b-4ad4-b3ba-e1cfb9174c6b/Reinforcement%20ammount%20properties.png\" data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" alt=\"\"></figure>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchors used in the CSFM analysis are detailed in Table 1.3. Most of the necessary material properties for input into the CSFM were stated in the reports of the given experiments. Values that were not explicitly stated and therefore assumed are marked in the table.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.3\\qquad Material Properties}}}\\]</em></p>\n<figure data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/59eb1c14-1305-4de5-b603-ad45bc2f4816/Material%20properties%20table%206.11.png\" data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.2\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement, (b) Stress-strain diagram of concrete}}}\\]</em></p>\n<h2>Modeling with 3D-CSFM</h2>\n<p>Material and reinforcement parameters utilized in both the 2D and 3D CSFM analyses were sourced from Table 1.2 and Table 1.3, respectively. In the 3D-CSFM, beams were modeled using the solid block model class in IDEA StatiCa Detail. Loading on the beams was applied at mid-span as a surface load over an area of 0.2 m by <em>b</em> (the width of the beam), with the resultant force acting in accordance with experimental data. The support conditions for the beams were modeled as simply supported, utilizing a surface support measuring 0.15 m by 0.30 m. This configuration was designed to replicate experimental setup conditions accurately and provide a realistic simulation of beam behavior under load.</p>\n<p>As previously stated, nearly all parameters, including the mesh size, are maintained as per the default settings in IDEA StatiCa Detail. However, a specific adjustment was made for the modeling of stirrups: the \"Pull-Out model\" was explicitly employed instead of the default \"Tension Chord model\". This model is automatically applied in the 2D-CSFM model under the Beam class for stirrups. The modification was implemented to ensure accurate calculation of stirrups in the 3D-CSFM Solid Block model type within the IDEA StatiCa Detail's <em>developer</em> mode. This adjustment is pivotal for aligning the simulation closely with the physical behaviors observed in experimental setups, particularly in how stirrups are subjected to loads in the models.</p>\n<p>Read more about the Tension Chord model and Pull-Out model in the <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Theoretical background</a><br>\n<br>\nAll partial factors in IDEA StatiCa Detail are set to value 1.0.&nbsp;</p>\n<figure data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3a844f90-c8a4-4621-aab9-a2227b27e7ca/Loads.png\" data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.3\\qquad Loads in IDEA StatiCa Detail: (a) 3D-CSFM: A1 - Vecchio and Shim (2004), (b) 2D-CSFM: R500m352 - Huber (2016)}}}\\]</em></p>\n<h2>Load deformation Response</h2>\n<p>The comparison between the numerical methods and the experimental data can be visualized in Figure 2.4. In this figure, the experimental data is represented by a black dashed line, while the 2D-CSFM is depicted with a blue solid line and the 3D-CSFM with a red solid line. The graphs demonstrate a strong correlation between the numerical methods and the experimental data, indicating that the simulations are effectively capturing the behavior observed in physical experiments. This alignment suggests that the numerical models are robust and provide a reliable basis for analyzing the structural response under tested conditions.</p>\n<figure data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0510583b-9193-40f4-8c43-decf1dec6e5c/load_deformation_respons.png\" data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" alt=\"\"></figure>\n<figure data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c3d23bd-24d9-4eaa-8fcc-e97efac3c08f/load_deformation_respons_a3.png\" data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.4\\qquad Load-Deformation Respons: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<p>The comparison of the critical load can be seen from Figure 2.5 and percentage of compliance from the Table 1.4. For all examples consistent alignment with experimental findings.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.5\\qquad Critical Load: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<figure data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/335a9b22-0c8c-4dc4-b090-3446d94b0040/critical_load.png\" data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.4\\qquad Critical Load comparison}}}\\]</em></p>\n<figure data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cc9573f-e235-4e42-8494-6a1b77eef872/percentual%20difference%20between%20CL.png\" data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.5\\qquad Critical Load and Failure mode type comparison}}}\\]</em></p>\n<figure data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b81c8859-f5a2-446b-865d-1350c9fee7f3/LOAD%20AND%20DEFORMATION.png\" data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" alt=\"\"></figure>\n<h2>Conclusion&nbsp;</h2>\n<p>In the unit test, a comparison is made between the experimental behavior and the CSFM simulations, both in 2D and 3D, of a beam with a low amount of reinforcement. Key insights from the article include:</p>\n<ul>\n  <li>Both the 2D and 3D CSFM simulations closely match the experimental data, demonstrating their capability to accurately predict the structural behavior of beams with minimal reinforcement.</li>\n  <li>The use of solid block modeling in 3D and the equivalent 2D modeling techniques are effective in representing the actual conditions of the beams under load, as validated by the strong correlation with experimental results.</li>\n  <li>The results of the load-deformation response, critical load comparison, and failure mode prediction show a strong agreement with experimental outcomes. This strong alignment underscores the effectiveness and accuracy of the CSFM simulations in modeling the actual behavior of beams under various loading conditions.</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<figure data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d365fafa-2e8b-44aa-9ab3-295954954b39/r500m352%20results%20summary.png\" data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.6\\qquad Stress field results R500m352}}}\\]</em></p>\n<h2>References&nbsp;</h2>\n<p>[1] - Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p>[2] - Vecchio, F.J., and W. Shim. 2004. “Experimental and Analytical Reexamination of Classic Concrete Beam Tests.” Journal of Structural Engineering 130 (3): 460–69.</p>\n<p>[3] -&nbsp;Huber, P. 2016. “Beurteilung der Querkrafttragfähigkeit bestehender Stahlbeton- und Spannbetonbrücken.” PhD thesis, Wien: TU Wien, Faculty of Civil Engineering.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                    "value": "This article aims to verify and validate the performance of in situ bonded anchors with different embedded lengths and compare their performance with relevant standards such as EN 1992-1-1 and the CEB-FIB model code. The main variables that have been examined are the maximal force and failure modes."
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                    "value": "<h2>Introduction</h2>\n<p>Load capacity of anchors bonded in concrete is dependent on many factors. Concrete and anchor material strength and bond between anchor and concrete are crucial material parameters that determine the anchor behavior. Other factor, not of less importance, is the anchor (and possibly whole foundation block) geometry. Length of anchor and presence of other reinforcement plays also an important role in anchor performance.</p>\n<p>The purpose of this article is to verify and validate CFSM based calculation of anchors bonded in reinforced concrete. Various anchor length is chosen according to available literature data [1] for validation. Verification of the presented approach is based on (I) comparison with other well-established software for numerical simulations of material behavior and (II) compliance with standard design codes.&nbsp;</p>\n<h2>Experiment description</h2>\n<p>The experimental campaign [1] involves testing full-size anchors bonded in a concrete block. The rods are made of ribbed bar (FeE500B) and are 20 mm in diameter. For the ribbed bar, the steel yield strength is 585 MPa, the ultimate strength is 700 MPa, the ultimate strain at failure is 16%, and the elastic modulus is 210 GPa. Three different depths (100, 150, 200 mm) are being tested to observe bond, concrete cone, or rod failure. The anchors are cast in a reinforced concrete block (2250x1850x600 mm) to prevent splitting failure and edge effects. The EDF(Electricity of France)-recommended minimum reinforcement is installed, consisting of one layer of 20 and 25 mm diameter ribbed bars in both directions on the upper and lower parts of the block.</p>\n<p>Additionally, some 12 mm diameter stirrups are installed to support the two layers of reinforcement. The reinforcement rate is 0.64%. The concrete grade used is C40/50. The concrete block is secured using two metal sections connected to the test slab with four prestressing bars. No confining pressure is applied around the anchorage. The hydraulic jack is fixed to the anchorage by two symmetrical rods. The quasi-static tensile loading is displacement-controlled with a loading rate of 1 mm/min, and the load is applied until the anchor fails.&nbsp;</p>\n<figure data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bed29f4e-6668-4ca4-86ae-b73971bc6a1a/01.png\" data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" alt=\"\"></figure>\n<p><em>1) Pull out test setup - coming from article: Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths - Fabien Delhomme, Thierry Roure ,Benjamin Arrieta, Ali Limam</em></p>\n<figure data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0476497e-3f50-471c-9816-a328f41dd074/02.png\" data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" alt=\"\"></figure>\n<p><em>2) Reinforcements and anchor layout</em></p>\n<h2>3D CSFM -Compatible Stress Field Method</h2>\n<h3>Theory&nbsp;</h3>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;Mohr-Coulomb&nbsp;plasticity theory for monotonic loading. The method&nbsp;examines concrete behavior in terms of principal stresses, while neglecting the concrete tensile strength. The effect of concrete tension is only taken into account in Tension stiffening of steel rebars.<br>\nThe reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM&nbsp;is not suitable for simulating plain concrete&nbsp;due to the absence of tension, which may result in misleading deformation and model divergence. <br>\nGenerally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle&nbsp;<em>φ</em>&nbsp;and cohesion parameter&nbsp;<em>c</em>.&nbsp;3D CSFM assumes a zero angle of internal friction, leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant. More can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Theoretical Background</strong></a><strong> </strong>[2].</p>\n<h3>Model assembly</h3>\n<p>The FEA model is constructed using concrete tetrahedral elements of higher order, with embedded 1D rod representing reinforcements interconnected via MPC( Multi-Point-Constraints) and bond elements to allow slip. The reinforcement bars are split into two surface layers with a cover of 60 mm and shear links (see Fig. 2). The model utilizes surface support with restricted X, Y, Z degrees of freedom over a width of 200 mm. Casted anchors are positioned in the middle of the testing specimen, and the length of the anchor varies from 100-200 mm to test all possible failure modes.</p>\n<figure data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b1fe644-ce49-46f0-8ad6-bd895d4a83f4/04.png\" data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" alt=\"\"></figure>\n<p><em>3) Model assembly</em></p>\n<h3>Anchor model</h3>\n<p>The anchor is modeled using a ROD element that can only transfer compression and tension. The important aspect is the bond model and how the anchor is connected to the surrounding concrete to ensure the flow of forces and stress during an interaction between the concrete, anchor, and reinforcements. The connection has a specific linear shear stiffness G<sub>b</sub>, which depends on the modulus of elasticity of concrete E<sub>cm</sub> and the diameter of the anchor. More about the bond model can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a> [2].</p>\n<figure data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f22d2a3-3f60-40ee-b28d-24bd2439a719/03.png\" data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" alt=\"\"></figure>\n<p><em>4) Bond model and MPC</em></p>\n<h2>Design standards</h2>\n<h3>CEB-FIB mode code 2020</h3>\n<p>The engineers have the support in the code and valid standards. This statement evokes the impulse to compare the experimental solution with code - solutions to verify the safety of current standards and codes. The concrete properties C40/50 have been taken from code properties. Material properties for reinforcement bars and anchors were experimentally tested and the data were provided. We have verified the solution for unconfined concrete and the subcategory of good/other bond conditions. The CEB-FIB mode code [3] provides a clear definition of how the bond works. The inputs have been used for numerical simulation of anchor in ABAQUS [4].&nbsp;</p>\n<figure data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ceffed56-48bf-4482-81b0-c17fd1ed0a14/05.png\" data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" alt=\"\"></figure>\n<p><em>4) CEB-FIB mode code 2020 - Bond model</em></p>\n<h3>Eurocode 1992-1-1</h3>\n<p>The Eurocode 1992-1-1 [5] assumption has been used as a prerequisite for <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>. The rigidly-plastic model with a characteristic and experimental calculated bond model has been used for simulation and comparison with an experimental solution.&nbsp;</p>\n<figure data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e19364e8-9cdf-44a0-902f-f9c8fd581f01/06.png\" data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" alt=\"\"></figure>\n<p><em>5) Eurocode 1992-1-1 and 3D CSFM - Bond model</em></p>\n<h2>Eurocode 1992-4</h2>\n<p>The characteristic values have also been compared with Eurocode 1992-4 [6], which is implemented in <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">IDEA StatiCa Connection</a>. This provides insight into how the reinforcement in the concrete block affects the local behavior of the anchor. It allows checking for effects such as anchor failure in tension and concrete cone breakout.</p>\n<figure data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56e0ddb4-bec2-4b4d-a27f-1f99e44effcc/07.png\" data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" alt=\"\"></figure>\n<p><em>6) a) Rod failure in tension; b) Concrete cone breakout</em></p>\n<h2>ABAQUS - Concrete Damage Plasticity</h2>\n<h3>Assumptions</h3>\n<p><a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">Concrete Damage Plasticity</a>&nbsp;(hereafter CDP) is based on the Drucker-Prager plasticity condition [7]. This model is suitable for materials with internal friction, such as soils or concrete. The tensile strength is significantly lower than the compressive strength and the hydrostatic part of the stress tensor plays a role in the evolution of the plasticity surface. Under general stress, the plasticity condition has the surface of a rotating cone. The material model for compressive and tensile stresses also considers post-critical behavior, which is controlled by the so-called damage parameters, taking values from zero (undamaged) to one (for near-zero stiffness of concrete in compression or tension in the post-critical condition). The larger the damage parameter number, the more the element is violated and does not contribute to the stiffness contribution.</p>\n<h3>Material models</h3>\n<p>The uniaxial material model in compression and tension for concrete is based on Thorenfeldt's theory [8]. All inputs are characteristic values that follow the reliability approach of EN 1992-1-1 [5]. The parameters for material model of reinforcement and anchor are taken from chapter \" Experimental description,\" with linear hardening considered in the plastic branch of the diagram.&nbsp;</p>\n<h3>FEA elements</h3>\n<p>The C3D8, or hexa-element with a linear basis function and eight integration points, was used for the FEM model of concrete. The concrete and reinforcement comprise T3D2 elements that transmit only axial effects. The interaction between the reinforcement and the concrete is provided by MPC constraints on which tension-stiffening is taken into account, which covers, to some extent, the cohesion model or dowel effect.&nbsp;</p>\n<h3>Model assembly</h3>\n<p>The FEA model is designed with symmetry boundary conditions to minimize computation costs and improve the efficiency and speed of the solution. It's important to note that due to the reduced model, the forces on the anchor will reach one-quarter of the maximum force. The mesh has been uniformly distributed using a bias ratio, which consistently decreases the mesh size of the concrete towards the anchor location. The mesh size for concrete is in range ( 5 - 100 mm). Local mesh seeding helps with a gradient of the stresses close to the anchor and more precise results.&nbsp;</p>\n<figure data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb507258-c29b-4abc-bd7c-965939bfcdfe/08.png\" data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" alt=\"\"></figure>\n<p><em>7) Model assembly</em></p>\n<h3>Anchor</h3>\n<p>The anchor is modeled using 3D volume elements. Contact cohesive behavior has been used to model the bond between the concrete and the anchor. The surface interaction enables delamination based on the linear elastic traction-separation law before damage occurs. Hard contact has been used in compression and frictionless behavior in tangential movements. Cohesive behavior in the normal and shear directions has been introduced using volumetric stiffness and damage parameters to represent post-critical behavior. The initiation of post-critical behavior is expressed by maximal bond stress in the normal and shear directions and fracture energy with linear or exponential softening [7].</p>\n<figure data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8c810bb1-8a44-4b29-88f8-d9533f343f91/09.png\" data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" alt=\"\"></figure>\n<p><em>8) Cohesive contact</em></p>\n<h2>Results - Anchor 100 mm</h2>\n<figure data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/804d7639-a2a4-47f2-b8b0-6d2cc5999848/10.png\" data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" alt=\"\"></figure>\n<figure data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61567b62-8af3-439c-b8b1-4a20da9bd210/11.png\" data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" alt=\"\"></figure>\n<p><em>9) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cec61f81-adfb-4c88-bc1e-99e1099f4ede/12.png\" data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" alt=\"\"></figure>\n<p><em>10) Maximal force and utilization versus experiment for anchor 100 mm</em></p>\n<figure data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bd9635c8-63d2-42c8-8d6b-348378f45c67/13.png\" data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" alt=\"\"></figure>\n<p><em>11) Load deformation curve - T103-100 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0d8648d-88fc-4b5f-94ab-eba6ce276ed1/14.png\" data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" alt=\"\"></figure>\n<p><em>12) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 150 mm</h2>\n<figure data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b52615a4-f2bf-4f06-9753-8a8269cc93d6/15.png\" data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" alt=\"\"></figure>\n<figure data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd13fb04-aec5-485e-bca7-c6314e2742df/16.png\" data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" alt=\"\"></figure>\n<p><em>12) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8e058ce-8c24-49f9-8871-73534be84f69/17.png\" data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" alt=\"\"></figure>\n<p><em>13) Maximal force and utilization versus experiment for anchor 150 mm</em></p>\n<figure data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7da761ce-c9a4-4134-b706-8360175152b6/18.png\" data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" alt=\"\"></figure>\n<p><em>14) Load deformation curve - T103-150 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3812fab2-6857-4a01-9a22-a735de4a447f/19.png\" data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" alt=\"\"></figure>\n<p><em>15) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 200 mm</h2>\n<figure data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b31adf4a-cd86-4e05-bf27-bdb4eabf3e9d/20.png\" data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\" alt=\"\"></figure>\n<figure data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/345ce74d-6b1f-4caa-95c8-8e3805edddec/21.png\" data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" alt=\"\"></figure>\n<p><em>16) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0fbdeb33-1c2b-48f9-a3d7-cdb7d77557e4/22.png\" data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\" alt=\"\"></figure>\n<p><em>17) Maximal force and utilization versus experiment for anchor 200 mm</em></p>\n<figure data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8a3f8fee-48f7-47aa-9a14-d54adfbafafb/23.png\" data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" alt=\"\"></figure>\n<p><em>18) Load deformation curve - T103-200 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a7380fbf-4d0a-4a3a-815f-2adf2e2ba902/24.png\" data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" alt=\"\"></figure>\n<p><em>19) Load deformation curve - T103-200 characteristic code data comparison&nbsp;</em></p>\n<h2>Conclusion</h2>\n<p>The experimental campaign successfully investigated the behavior of full-size anchors bonded in a reinforced concrete block, using a comprehensive approach that integrated both experimental testing and numerical modeling. By varying the embedment depths of the anchors (100, 150, 200 mm), the study was able to observe different failure modes, including bond failure, concrete cone breakout, and rod failure. The results were rigorously compared with predictions from the CEB-FIB model code and Eurocodes, validating the safety and reliability of current design standards for such anchorage systems.</p>\n<p>The use of advanced modeling techniques, such as 3D CSFM and ABAQUS simulations with Concrete Damage Plasticity, provided deeper insights into the interaction between the concrete and reinforcement, as well as the bond behavior under quasi-static tensile loading. The findings confirmed the effectiveness of the proposed methods in predicting anchor performance, emphasizing the importance of accurate material modeling and appropriate boundary conditions in such simulations.</p>\n<p>The comparison between the actual behavior observed during the experiment and the numerical solution derived using 3D CSFM and ABAQUS shows an approximate 85% correlation. It can be concluded that no numerical solution exceeds the experimental data and maintains a 15% margin of error compared to the experiment, which is considered acceptable from an engineering perspective. The important aspect is also the failure modes which are fitting, except for the anchor length of 200 mm where in 3D CSFM, a combined mode of concrete cone and pull-out occurred before the steel rod failure. This is because, in this case, the peak loads corresponding to these two failure modes are very close.</p>\n<p>The results obtained from CEB-FIB mode code 2020 and Eurocode 1992-1-1 match the experimental results within the range of 30-40%. This indicates that the approach used in the code ensures safety. It's important to note that the values obtained are characteristic values, not design values, so the actual design strength is even lower.</p>\n<p><strong>The findings of the report should convey to the engineers that the 3D CSFM method yields safe outcomes in compliance with Eurocode 1992-1-1[5], and results in a conservative design that is integrated within the code itself.</strong></p>\n<p>Overall, this study contributes valuable data for improving anchorage design practices, offering evidence that can be used to refine existing codes and ensure that safety margins are adequately maintained in real-world applications. The experimental results, combined with theoretical and numerical analyses, provide a robust framework for understanding the complex interactions in anchored systems, ultimately leading to safe and efficient structural designs.</p>\n<h3>References</h3>\n<p>[1]Delhomme, F. &amp; Roure, Thierry &amp; Arrieta, Benjamin &amp; Limam, Ali. (2015). Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths. Materials and Structures. 49. 10.1617/s11527-015-0616-4.&nbsp;</p>\n<p>[2] \"IDEA StatiCa Detail – Structural Design of Concrete 3D Discontinuities (BETA).\" <em>IDEA StatiCa Support Center</em>, 2023. <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta\">https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta</a></p>\n<p>[3]<strong>International Federation for Structural Concrete (fib).</strong> <em>fib Model Code 2020 for Concrete Structures</em>. Berlin: Ernst &amp; Sohn, 2021.</p>\n<p>[4] ABAQUS Standard User's Manual, Version 6.6*. Washington University in St. Louis, 2006. [<a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm](https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm).\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm]</a></p>\n<p>[5] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-1-1:2004: Eurocode 2 – Design of Concrete Structures – Part 1-1: General Rules and Rules for Buildings</em>. December 2004. <a href=\"https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf\">https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf</a>.</p>\n<p>[6] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-4:2018: Eurocode 2 – Design of Concrete Structures – Part 4: Design of Fastenings for Use in Concrete</em>. Brussels: CEN, April 2018</p>\n<p>[7]<strong>ABAQUS, Inc.</strong> <em>ABAQUS User Subroutines Reference Manual, Version 6.6</em>. Washington University in St. Louis, 2006. <a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html</a>.</p>\n<p>[8] Massone, L. M.; et al. Shear-Flexure Interaction for Structural Walls, 2006. ResearchGate.&nbsp;<a href=\"https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls\">https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls</a>&nbsp;(accessed Jan 01, 2006).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2a28a4d6_9d45_0195_3fa3_bf8595bc294b\"></object>"
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Widget #NaN: support_center_article

Name: Load transferring devices in 3D Detail

ID: 4c98e02d-574c-419e-be80-35ef9f7cffd6

Show Raw Data

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    "value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n  <li><strong>by friction</strong></li>\n  <li><strong>by anchors</strong></li>\n  <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n  <li>Cast-in-place&nbsp;</li>\n  <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value.&nbsp;</p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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                    "value": "<p>In practice, engineers may encounter different types of finite elements (from simple 1D bar elements to more complicated 3D brick elements) that are used in a variety of applications for the analysis and design of structural elements. A common feature of most of the computations in practice tends to be the linear behavior of the models, the advantages of which are undoubtedly speed, clarity, and simply the fact that for a large variety of problems, this solution is quite sufficient.</p>\n<p>Especially in the world of concrete structures, it often happens that the linear approach is not sufficient simply because after the first cracks appear in the loaded element, the stresses are redistributed and the problem becomes significantly non-linear.</p>\n<p>For these cases, it is necessary to choose one of the more sophisticated approaches. For 1D cases, analytical methods defined directly in codes can often be found. For example, popular Strut and Tie models can be built for 2D planar elements and discontinuity regions (D-regions), or the more sophisticated stress field method implemented in IDEA StatiCa Detail, CSFM, can be used.</p>\n<p>However, if the engineer encounters a problem that cannot be simplified into planar behavior, the options are very limited. Of course, a 3D Strut and Tie model can be built or semi-scientific software can be used for accurate analysis. These procedures are often time-consuming, not code-compliant, and require an engineer knowledgeable in advanced modeling methods.</p>\n<p>For this reason, IDEA StatiCa has developed and implemented the 3D CSFM (Compatible Stress Field Method) in the Detail application. 3D CSFM extends the established CSFM into a third dimension, offering a fast and code-compliant solution that is primarily applicable to the everyday engineer, giving them a unique new ability to safely tackle the complex details of concrete structures.</p>"
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                    "value": "<p>3D CSFM defines the concrete behavior based on the<strong> Modified Mohr-Coulomb</strong> plasticity theory for monotonic loading. The method <strong>considers principal concrete stresses in compression and reinforcement stresses (σ</strong><em><strong><sub>sr</sub></strong></em><strong>) at the cracks while neglecting the concrete tensile strength (tension cut-off), except for its stiffening effect on the reinforcement (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>Tension stiffening</strong></a><strong>).</strong></p>\n<p><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>1</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>2</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>3</sub></strong><em><strong><sub>r</sub></strong></em><em><strong> ≤ 0 MPa</strong></em></p>\n<p>The reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM <strong>is not suitable for simulating plain concrete</strong> due to the absence of tension, which may result in misleading deformation and model divergence. Generally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle <em>φ</em> and cohesion parameter <em>c</em>. <strong>3D CSFM assumes a zero angle of internal friction </strong>(Fig. 1e), leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Basic assumptions of the 3D CSFM: (a) principal stresses in concrete; (b) stresses in the reinforcement direction;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) stress-strain diagram of concrete in terms of maximum stresses; (d) stress-strain diagram of reinforcement}}}\\) \\( \\textsf{\\textit{\\footnotesize{in terms of stresses at cracks and average strains; (e) Mohr's circles for concrete model in 3D CSFM; (f) bond shear stress-slip}}}\\) \\( \\textsf{\\textit{\\footnotesize{relationship for anchorage length verifications.}}}\\)</em></p>\n<h4>Concrete&nbsp;</h4>\n<p>The presented material model is a multisurface plasticity model given by the combination of the Mohr-Coulomb and Rankine models for monotonic loading. It’s important to note that this model does not address unloading, therefore, state variables are not stored, as they would be in classical plasticity models used for cyclic loading.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>As already mentioned, the material model is intended for use in applications that calculate the response of reinforced concrete (not suitable for plain concrete). This is due to the exclusion of concrete in tension. Therefore, the model is not even suitable for structural elements where the design rules for reinforced concrete such as minimum reinforcement ratio, maximum bar spacing, etc., are not fulfilled. It should also be added that, for numerical stability reasons, a very small tensile capacity is defined in the model. The tensile part is restricted by planes corresponding to the Rankine model.</p>\n<p>3D CSFM in&nbsp;<em>IDEA StatiCa Detail</em>&nbsp;does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., it considers an infinitely plastic branch after the peak stress is reached). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the&nbsp;𝜂<sub>𝑓𝑐</sub>&nbsp;reduction factor defined in&nbsp;<em>fib</em>&nbsp;Model Code 2010 as follows:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>c</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<p>The <em>f</em><em><sub>c,red</sub></em> is then compared with the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> in concrete, which will be defined further, of course, with consideration of all safety factors prescribed by code.</p>\n<p>A detailed description of the concrete model can be found at the following link:</p>\n<ul>\n  <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Concrete Material Model for 3D Detail</strong></a></li>\n</ul>\n<h4>Reinforcement</h4>\n<p>The bilinear stress-strain diagram for reinforcement bars, as defined by design codes (Fig. 1d), represents an idealized model. This model necessitates knowledge of the basic properties of the reinforcement during the design phase, specifically the strength and ductility class. Alternatively, users have the option to define a customized stress-strain relationship.</p>\n<p>Tension stiffening is considered by modifying the stress-strain relationship of the bare reinforcing bar to capture the average stiffness of the bars embedded in the concrete (ε<sub>m</sub>) (Fig 1b).</p>\n<h4>Anchorage</h4>\n<p>Bond-slip between reinforcement and concrete is introduced in the finite element model by considering the simplified rigid-perfectly plastic constitutive relationship presented in (Fig. 1f), with&nbsp;<em>f</em><em><sub>bd</sub></em>&nbsp;being the design value (factored value) of the ultimate bond stress specified by the design code for the specific bond conditions.</p>\n<p>This is a simplified model with the sole purpose of verifying bond prescriptions according to design codes (i.e., anchorage of reinforcement). The reduction of the anchorage length when using hooks, loops, and similar bar shapes can be considered by defining a certain capacity at the end of the reinforcement, as will be described further.</p>\n<h4>Anchors</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces, as well as shear forces, considering the bending stiffness.&nbsp;</p>\n<p>The following types of anchors are available:</p>\n<ul>\n  <li>Cast-in-place anchors\n    <ul>\n      <li>Reinforcement</li>\n      <li>Washer plate</li>\n      <li>Headed stud</li>\n    </ul>\n  </li>\n  <li>Cast-in-place reinforcement\n    <ul>\n      <li>Reinforcement</li>\n      <li>Threaded rods</li>\n    </ul>\n  </li>\n</ul>\n<p><br></p>\n<p><strong>Cast-in-place - Reinforcement</strong></p>\n<p>Modeled as ribbed reinforcement embedded in concrete. Bond strength is calculated according to selected code rules in the same way as for standard reinforcement. At the anchor end, an <strong>Anchorage type</strong> can be defined, working identically to reinforcement - an anchorage spring is applied with the β-factor set according to the chosen code. Three geometric shapes are available: <strong>Straight, L-shape, U-shape</strong>.</p>\n<figure data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b7dc2b3e-f3e4-4741-8826-118ea9a6372a/Cast-in-reinforcement%20shapes.png\" data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Cast-in reinforcement anchor - shapes}}}\\]</em></p>\n<p><strong>Cast-in-place - Washer plate and Headed stud</strong></p>\n<p>The washer plate and the head of the headed stud are modeled as a plate-shell element from the corresponding material attached directly to the anchor shank. It transfers load to the concrete through compression-only contact. Available shapes: circular and square (only circular for headed stud), with customizable dimensions. The washer plate and head model is elastic and is not checked for resistance.&nbsp;</p>\n<p>At the finite element model level, the <strong>pull-out</strong> of the anchor is directly checked. The compression contact has stop criteria set so that it is not able to transfer greater contact stress to the concrete than prescribed by the selected standard. In practical terms, this means that if the anchor were to be loaded with a force that does not comply with the pull-out assessment, the result would be premature termination of the calculation because this stop criterion would be exceeded during further loading.</p>\n<p>The anchor shank has <strong>zero bond strength</strong> – all load is transferred to the concrete through the plate or head into the concrete.</p>\n<p><strong>Post-installed - Reinforcement and Threaded rod</strong></p>\n<p>Designed as bars installed into drilled holes and bonded with adhesive. 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                    "value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory&nbsp;is a&nbsp;mathematical model&nbsp;describing the response of<strong> </strong>brittle materials, to&nbsp;shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the&nbsp;compressive strength&nbsp;far exceeds the&nbsp;tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In&nbsp;structural engineering,&nbsp;it is used to determine failure load as well as the angle of&nbsp;fracture&nbsp;for displacement of fracture surface in concrete and similar materials.&nbsp;Coulomb's&nbsp;friction&nbsp;hypothesis is used to determine the combination of shear and&nbsp;normal stress&nbsp;that will cause a fracture of the material.&nbsp;Mohr's circle&nbsp;is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the&nbsp;principle of normality,&nbsp;the stress introduced at failure will be perpendicular to the line describing the fracture condition.&nbsp;</p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the&nbsp;angle of friction. This makes the strength of the material determinable by comparing the external&nbsp;mechanical work&nbsp;introduced by the displacement and the external load with the internal mechanical work introduced by the&nbsp;strain&nbsp;and stress at the line of failure. By&nbsp;conservation of energy,&nbsp;the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 6.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 7.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 6, where the real angle of internal friction is used, and Figure 7, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way.&nbsp;</p>\n<p>\\[\\kappa = &nbsp;&nbsp;\\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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                    "value": "<p>The non-linear (inelastic) finite element analysis model is created by several types of finite elements used to model concrete, reinforcement, and the bond between them. Concrete and reinforcement elements are first meshed independently and then interconnected using multi-point constraints (MPC elements). This allows the reinforcement to occupy any position not limited to nodes of tetrahedral mesh. To verify anchorage length, bond, and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC and bond elements}}}\\]</em></p>\n<h4>Concrete</h4>\n<p>Concrete is analyzed using <strong>mixed tetrahedral elements with nodal rotations</strong>. The tetrahedral elements allow us to mesh regions of any topology while the implemented formulation guarantees accurate deformation results (without spurious shear stress known as the shear lock effect) even for the coarse mesh which would not be suitable for linear tetrahedral elements formulation.&nbsp;</p>\n<p>Full integration is utilized. It means that each element is equipped with four integration points situated within the volume. Such an integration yields a precise strain and stress field, allowing for sufficient evaluation and presentation of the results across the whole volume. Subsequently, the stop criteria are established based on the value in the integration point.</p>\n<h4>Reinforcement</h4>\n<p>Rebars are modeled by two-node 1D “rod” elements (CROD), which only have axial stiffness. These elements are connected to special “bond” elements that were developed in order to model the slip behavior between a reinforcing bar and the surrounding concrete. These bond elements are subsequently connected by MPC (multi-point constraint) elements to the mesh representing the concrete. This approach allows the independent meshing of reinforcement and concrete, while their interconnection is ensured later.</p>\n<h4>Bond elements</h4>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (3D) and reinforcing bar elements (1D) in the finite element model. For this purpose, the “bond” finite element type was developed.</p>\n<p>The bond element is defined as a shell finite element connected to elements representing reinforcement by the first layer and by the second layer to concrete mesh via multi-point constraints (MPC elements). It should be noted that the bond element is always displayed in this article with a non-zero height, which is, however, defined as infinitesimal in the model.</p>\n<p>The behavior of this element is described by the bond stress, τ<em><sub>b</sub></em>, as a bilinear function of the slip between the upper and lower nodes, δ<em>u</em>, see (Fig. 12).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad (a)&nbsp;Conceptual&nbsp;illustration&nbsp;of&nbsp;the&nbsp;deformation&nbsp;of&nbsp;a&nbsp;bond&nbsp;element;&nbsp;(b) shear-deformation&nbsp;function}}}\\]</em></p>\n<p>The elastic stiffness modulus of the bond-slip relationship,&nbsp;<em>Gb</em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default&nbsp;<em>kg</em>&nbsp;= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as&nbsp;<em>Ecm</em>&nbsp;in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress,&nbsp;<em>f</em><em><sub>bd</sub></em>, provided in the respective selected design codes EN 1992-1-1 or ACI 318-19 are used to verify the anchorage length. The hardening of the plastic branch is calculated by default as&nbsp;<em>Gb</em>/105.</p>\n<h4>Anchorage spring</h4>\n<p>The provision of anchorage ends to the reinforcing bars (i.e., bends, hooks, loops…), which fulfills the prescriptions of design codes, allows the reduction of the basic anchorage length of the bars (<em>l</em><em><sub>b,net</sub></em>) by a certain factor β (referred to as the ‘anchorage coefficient’ below). The design value of the anchorage length (<em>lb</em>) is then calculated as follows:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Model for the reduction of the anchorage length: a) Anchorage force along the anchorage length of }}}\\] \\[ \\textsf{\\textit{\\footnotesize{the reinforcement bar, b) slip-anchorage force constitutive law}}}\\]</em></p>\n<p><br></p>\n<p>The reduction of the anchorage length is included in the finite element model by means of a spring element at the end of the bar (Fig. 13a), which is defined by the constitutive model shown in (Fig. 13b). The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement</p>"
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                    "value": "<h3>Base plate</h3>\n<p>The base plate is modeled as an elastic shell element. The steel material used for base plates is defined in the Materials tab. The only physical property is the modulus of elasticity <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad The base plate material definition}}}\\]</em></p>\n<p>The base plate can be loaded by the point load (Fx, Fy, Fz, Mx, My, Mz) and the group of forces (Fx, Fy, Fz), mainly used for loading models exported from the IDEA StatiCa Connection. Note that point loads and point moments directly load the corresponding node of the base plate. It means that there is no redistribution, only by the stiffness of the base plate.&nbsp;</p>\n<p>This implementation allows importing load effects from the IDEA StatiCa Connection that are applied to the base plate at the location of the individual weld finite elements with the value and direction determined from the general stress of that weld finite element. More can be read in the corresponding chapter of this document.</p>\n<p>The second loading option is the <strong>Stub</strong> — representing a short portion of the column above the base plate. The stub is modeled as an elastic shell element structure and behaves as a physically accurate interface between the internal forces and the plate. The user selects a cross-section for the stub from a standard section database. The 6-component internal force set (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> — i.e. the base of the column. Constraints transfer the forces to the top face of the stub, from where they are naturally redistributed through the stub into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33381e95-f9e8-4586-8a4e-d723bbab5356/Stub%20for%20loading.png\" data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad The load transfer through the stub}}}\\]</em></p>\n<p><br></p>\n<p><strong>Shear transfer mechanism (from base plate to concrete block)</strong></p>\n<p>Frictional compression-only contact is defined between the baseplate and concrete. For the shear transfer user can choose from three options:</p>\n<ul>\n  <li><strong>By anchors</strong></li>\n  <li><strong>By friction</strong></li>\n  <li><strong>By shear lug</strong></li>\n</ul>\n<p>The software does not allow the combination of these shear transfer mechanisms.&nbsp;</p>\n<p><strong>The friction</strong> coefficient should be input as a designed (factored) value. In case the resultant shear force&nbsp;<em>F</em><em><sub>xy</sub></em><em> </em>exceeds the pressure force <em>F</em><em><sub>z</sub></em> times the frictional coefficient <em>μ,</em> the calculation will stop, and not all the loads will apply to the model. The condition is written as follows:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>This can be seen in the following example, where two load cases are considered.&nbsp;</p>\n<ul>\n  <li>LC1 - Permanent type - F<sub>z</sub> = 100 kN</li>\n  <li>LC2 - Variable type- F<sub>x</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Load input for example explaining shear transfer by friction}}}\\]</em></p>\n<p>In the first calculation step, all the permanent load is applied. Then the variable load is gradually applied until it reaches the value of the pressure load times the friction coefficient.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Results from example explaining shear transfer by friction}}}\\]</em></p>\n<p>The graph in Figure 18 defines the behavior of the frictional contact between the baseplate and concrete.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad Force-displacement graph describing the behavior of frictional contact}}}\\]</em></p>\n<p>The value of<em> F</em><em><sub>z</sub></em><em>μ</em> differs for each increment of the calculation, whereas the value of maximal shear deformation <em>u</em><em><sub>xy</sub></em> is constant.&nbsp;</p>\n<p>If the compressive normal force <em>F</em><em><sub>z</sub></em> and the shear force <em>F</em><em><sub>xy</sub></em> are input in one load case type (e.g. only permanent), and the condition of <em>F</em><em><sub>xy</sub></em><em>&nbsp;/ (F</em><em><sub>z</sub></em><em>μ)&nbsp;≤ 1</em> is not fulfilled<em>, </em>no load will be applied to the model because the condition is not fulfilled in any increment of the calculation.</p>\n<p><strong>The shear lug</strong> is connected with the concrete mesh by constraints allowing only compression only normal stress transfer.&nbsp;</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Shear lug transfer of shear mechanism}}}\\]</em></p>\n<p>The shear lug is modeled from elastic shell elements, where the modulus of elasticity E defines the material.</p>\n<p>The results are not evaluated and displayed for the base plate as well as for the shear lug.</p>\n<p><br></p>\n<p><strong>&nbsp;Base plate options &nbsp;(stand-off, grout)</strong></p>\n<p>The following set of stand-off options, fully aligned with the Connection application, is available.</p>\n<ul>\n  <li><strong>Direct</strong></li>\n  <li><strong>Mortar joint – nuts from the top</strong></li>\n  <li><strong>Mortar joint – nuts from the top and bottom</strong></li>\n  <li><strong>Gap</strong></li>\n</ul>\n<p>The mortar layer is modeled as a <strong>shell element</strong>, with its stiffness taken into account. Note that shell elements are incompressible in the direction of their thickness. This helps to redistribute local forces to the concrete and is valid for typical bedding thicknesses used in practice - 25-50 mm.</p>\n<p>The distinction between nuts only from the top (pinned interconnection between anchor and base plate) vs. top and bottom (fixed interconnection between anchor and base plate) strongly influences the shear capacity from the point of view of concrete bearing.</p>\n<h3>Anchors</h3>\n<p>The finite elements representing anchors are modeled to be able to transfer normal and shear forces to the concrete, also taking into account the bending stiffness of the anchors. To model the slip between the anchor and the surrounding concrete, the same bond and MPC elements are used as for the reinforcement. With the difference that:</p>\n<ul>\n  <li>For post-installed (adhesive) anchors, it is necessary to specify the design bond strength.</li>\n  <li>For Washer plates and Headed studs, the bond is neglected along the shank of the anchor. All axial load is then transferred to the concrete through the washer plate or head of the anchor.</li>\n</ul>\n<p>Anchors can be interconnected with base plates. For this interconnection, a fully nonlinear constraint is used to connect the anchor's end and a base plate node. This constraint allows us to control all degrees of freedom to ensure, for example, that the anchors transfer no compression force from the base plate, or that no shear is transferred by the anchor when modeling a shear lug, etc.</p>\n<p><strong>Interconnection with base plate</strong> properties for anchors allows the user to control whether the anchor will be connected with the base plate by the previously mentioned constraint and how.&nbsp;</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad Interconnection with base plate settings}}}\\]</em></p>\n<p>The <strong>Transfer of shear</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of shear. Note that it is not supported to combine shear transfer mechanisms, so for transfer by friction and shear lug, this checkbox is irrelevant. On the other hand, for shear transfer using anchors, this field gives the option to exclude some anchors from shear transfer.</p>\n<p>The <strong>Transfer of axial forces</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of the axial direction. This is mainly used for the export from the Connection feature (see the corresponding chapter). For manual modeling, it makes sense to have this checkbox always checked.</p>\n<p>When the checkbox is unchecked, the anchor is disconnected in both tension and compression (in the case of a model exported from the Connection application, the connection is replaced by a pair of forces). If the checkbox is checked, the anchor is always connected to the plate in tension, but the connection in compression is controlled by the anchor type and the type of stand-off. For more information, see Figure 23.</p>\n<p><strong>Cut threads</strong></p>\n<p>Controlled by a checkbox in anchor properties and has 2 purposes:</p>\n<p>1. Defines how the anchor connects to the base plate:</p>\n<ul>\n  <ul>\n    <li>For headed studs and cast-in reinforcement connected to the Base plate (not for Cast-in plates), it distinguishes between a <strong>bolt connection (pinned)</strong> and a <strong>welded connection (fixed)</strong> — visible in the 3D scene.</li>\n    <li>Note that the way of anchor-to-plate connection has a significant influence on the shear resistance from the point of view of bearing of the concrete.</li>\n  </ul>\n</ul>\n<figure data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30a7aadf-a72c-4ca5-be2f-35a9bf4f3c45/Cut%20threads%20weld%20or%20pinned.png\" data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Cut threads options}}}\\]</em></p>\n<p>2. For Eurocode, the resistance of the anchor with cut threads is reduced according to EN 1993-1-8 3.6.1 (3). It can be set in Project settings. For Threaded rods and Washer plates, it is recommended to keep this setting on at all times.</p>\n<h3>Axial and rotational interconnection between Anchor and Base plate</h3>\n<p>As already mentioned in this chapter, depending on the type of anchor, the stand-off setting, and whether or not cut threads are considered, anchors are connected to the base plate in different ways. In terms of rotational connection, this can be <strong>Hinged / Fixed</strong>. In terms of axial connection, this can be <strong>Tension / Tension + Compression</strong>. The rotational connection types strongly influence the shear capacity from the point of view of concrete bearing. In a 3D scene, it is easy to tell whether an anchor is connected as fixed or hinged based on the presence of nuts, see Figure 22.</p>\n<figure data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba36be0-87e2-416f-a380-66f3f14638dc/Rotational%20constrains.png\" data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Rotational constraints}}}\\]</em></p>\n<p>The following table shows all possible combinations of base plate connections with anchors and the corresponding rotational and axial connections.</p>\n<figure data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/568c6688-adc1-4f20-b28f-914f917ab5be/Axial%20and%20rotational%20constrains%20table.png\" data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>\n<h3>Cast-in plates</h3>\n<p>Cast-in plate is a special case of a base plate. It is modeled analogously with the following differences:</p>\n<p>Since the plate is embedded inside a concrete block, no type of stand-off can be specified. The depth of the slab embedding is neglected. The plate, modeled by shell elements, is placed directly on the concrete surface. Therefore, the side surfaces of the slab are not considered to be supported by the concrete.</p>\n<p>It is only possible to use Reinforcement and Headed studs, which, like classic anchors, can be set to be connected to the slab in the axial and shear directions. Practical experience and some national documents indicate the need to design Headed studs only for shear and Reinforcement for axial load. From the perspective of axial and rotational constraints, anchors are always connected as Fixed and Tension + Compression.</p>\n<figure data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b53c46b-318c-4347-bf21-959cbc8fbde8/Interaction%20with%20cast-in%20plate.png\" data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>"
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                    "value": "<p>The finite elements are implemented internally, and the analysis model is generated automatically without any need for proficient user interaction. An important part of this process is meshing.</p>\n<h4>Concrete</h4>\n<p>All concrete members are meshed together. A recommended element size is automatically computed by the application based on the size and shape of the structure and taking into account the diameter of the largest reinforcing bar. Moreover, the recommended element size guarantees that a minimum of four elements are generated in thin parts of the structure, such as slender columns or thin walls, to ensure reliable results in these areas. Designers can always select a user-defined concrete element size by modifying the multiplier of the default mesh size.</p>\n<h4>Reinforcement</h4>\n<p>The reinforcement is divided into elements with approximately the same length as the concrete element size. Once the reinforcement and concrete meshes are generated, they are interconnected with bond elements, as shown in Fig. 9.</p>\n<h4>Refinement</h4>\n<p>Concrete mesh is automatically refined around anchors, around shear lugs, and under the stub for loading. The size of the refined mesh is approximately twice smaller than the basic concrete mesh. The radius of the refined area is defined approximately as the element size multiplied by two.</p>"
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                    "value": "<p>A standard full Newton-Raphson (NR) algorithm is used to find the solution to a non-linear FEM problem.&nbsp;</p>\n<p>Generally, the NR algorithm does not often converge when the full load is applied in a single step. A usual approach, which is also used here, is to apply the load sequentially in multiple increments and use the result from the previous load increment to start the Newton solution of the subsequent one. For this purpose, a load control algorithm was implemented on top of the Newton-Raphson. In the case that the NR iterations do not converge, the current load increment is reduced to half its value, and the NR iterations are retried.</p>\n<p>A second purpose of the load-control algorithm is to find the critical load, which corresponds to certain “stop criteria” – specifically the maximum strain in concrete, the maximum slip in bond elements, the maximum displacement in anchorage elements, and the maximum strain in reinforcing bars. The critical load is found using the bisection method. In the case where the stop criterion is exceeded anywhere in the model, the results of the last load increment are discarded and a new increment of half the size of the previous one is calculated. This process is repeated until the critical load is found with a certain error tolerance.</p>\n<p>For concrete, the stop criterion was set to a 5% strain in compression (i.e., around an order of magnitude larger than the actual failure strain of concrete) and 7% in tension at the integration points of shell elements. In tension, the value was set to allow for the limit strain in reinforcement, which is usually around 5% without accounting for tension stiffening, to be reached first. In compression, the value was chosen from among several alternatives as one that is large enough for the effects of crushing to be visible in the results, but small enough so as not to cause too many problems with numerical stability.</p>\n<figure data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1178a514-d8d2-4a37-a0f2-517809af1881/16.png\" data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 25\\qquad Constitutive law of bond and anchorage elements used for anchorage length verification: a) Bond shear stress}}}\\] \\[ \\textsf{\\textit{\\footnotesize{slip response of bond element, b) force-displacement response of an anchorage element}}}\\]</em></p>\n<p><br></p>\n<p>For reinforcement, the stop criterion is defined in terms of stresses. Since stresses at the crack are modeled, the criterion in tension corresponds to the reinforcement tensile strength accounting for the safety coefficient. The same value is used for the criterion in compression.</p>\n<p>The stop criterion in bond elements and anchorage springs is α·δ<em><sub>umax</sub></em>, where δ<em><sub>umax</sub></em>&nbsp;is the maximum slip used in code checks and α = 10.</p>\n<p><br></p>\n<p>Other stop criteria for anchoring:</p>\n<ul>\n  <li>Pull out of headed anchors (maximal contact compression stress at the top face of the head of the anchor).&nbsp;</li>\n  <li>Maximal shear force that can be transferred by the anchor from the point of view of the bearing of concrete.</li>\n</ul>\n<p>These two criteria are dependent on the selected code. You can find more information about them in the sections explaining the code-dependent parts of structural analysis in the application.</p>"
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                    "value": "<p>The results are presented independently for concrete and for reinforcement elements. The stress and strain values in concrete are calculated at the integration points of volume elements. However, as it is not practical to present the data in such a manner, the results are presented by default in nodes, like the maximum value of compressive stress from adjacent Gauss integration points in connected elements. It should be noted that this representation might locally underestimate the results at compressed edges of members in a case where the finite-element size is similar to the depth of the compression zone.</p>\n<p>The results for the reinforcement finite elements are either constant for each element (one value – e.g., for steel stresses) or linear (two values – for bond results). For auxiliary elements, such as elements of bearing plates, only deformations are presented.</p>"
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                    "value": "<p>The IDEA StatiCa Detail model does not always have to be modeled from scratch or from a template. There is also an option to import the model, including load effects, from IDEA StatiCa Connection. In Connection, the steel superstructure above the concrete block is analyzed using a nonlinear 3D model, while the concrete block itself is represented in a simplified way by a Winkler foundation. In Detail, on the other hand, the reinforced concrete block is modeled explicitly and checked in detail.</p>\n<p>When transferring the model, only the base plate, anchors, and concrete block are imported into Detail – the steel member itself (and its global stiffness) is not. In the Connection model, this steel member is connected to the base plate by a weld. The stresses in the weld finite elements are integrated and converted into a set of equivalent forces that load the base plate in Detail. In this way, the effect of the missing steel member is represented by weld forces applied directly to the base plate.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 26\\qquad Loads imported from IDEA StatiCa Connection}}}\\]</em></p>\n<p>Due to the different definition of stiffness between Connection and Detail (missing steel member, different material models, and concrete representation), a direct connection between the base plate and anchors in Detail would generally lead to a different redistribution of loads and, therefore, different tensile forces in the anchors. To avoid this, the anchors are imported <strong>axially disconnected</strong> from the base plate. Instead of transferring axial forces through the physical contact, the anchor tensions obtained from the Connection are applied directly to the anchors in Detail. At the same time, an equal and opposite force is applied to the base plate at each anchor location, so that the global equilibrium of the model is preserved. This pair of forces (one acting on the anchor, the other on the base plate) represents the interaction between the base plate and the anchor without allowing additional redistribution of axial forces in Detail. These two opposite forces are illustrated in Figure 26.</p>\n<p>However, the shear forces are still transferred by the connection between the base plate and the anchors (or shear lug, or friction). This is possible because a constraint is used to connect the base plate and the anchors in shear, allowing us to control the relevant degrees of freedom of this interconnection. In Detail, the user can therefore modify the shear load path – for example, by releasing shear in two of four anchors and keeping only the edge anchors engaged in shear – while the axial forces remain as imported from Connection.</p>\n<p>For <strong>cast-in plates,</strong> we adopted a different approach. Several European design recommendations require that only the reinforcement bars are considered to resist axial forces, while headed studs are assumed to transfer shear only. Since IDEA StatiCa Connection cannot internally separate axial forces in reinforcement anchors from those in headed studs during the export, the anchors of cast-in plates are imported into Detail <strong>fully connected, also in the axial direction</strong>. This allows the user to activate a design option in Detail where reinforcement anchors carry only axial tension and headed studs carry only shear. In this workflow, the axial force that was originally assigned to the headed studs has to be <strong>redistributed</strong> onto the reinforcement anchors within the Detail model. Such redistribution would not be possible if we used the pair-of-opposite-forces approach described above, which is why cast-in plates are handled differently.</p>"
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                    "value": "<h3>Ultimate limit state</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis that takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>To expedite the calculation time and address any issues, consider using a coarse mesh by increasing the multiplier of the default mesh size in the Setup (Fig. 27). If the model performs well, revert the multiplier back to a factor of 1.</li>\n</ul>\n<figure data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1633c630-1610-428f-9f76-d50d4d8ce8c2/18.png\" data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 27\\qquad Mesh multiplier}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). Users can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 27).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code)), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>"
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                    "value": "<h3>Concrete - ULS</h3>\n<p>The concrete model implemented in 3D CSFM is based on the uniaxial compression constitutive laws prescribed by EN 1992-1-1 for the design of cross-sections, which only depend on compressive strength. The parabola-rectangle diagram specified in EN 1992-1-1&nbsp;Cl. 3.1.7 (1) (Fig. 28a) is used by default in 3D CSFM, but designers can also choose a more simplified elastic ideal plastic relationship according to EN 1992-1-1&nbsp;Cl. 3.1.7 (2) (Fig. 28b). The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 28\\qquad The&nbsp;stress-strain&nbsp;diagrams&nbsp;of&nbsp;concrete&nbsp;for&nbsp;ULS:&nbsp;a)&nbsp;parabola-rectangle&nbsp;diagram;&nbsp;b)&nbsp;bilinear&nbsp;diagram}}}\\]</em></p>\n<p>The implementation of 3D CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cu</sub></em><sub>2</sub> (ε<em><sub>cu</sub></em><sub>3</sub>) in a value of 5% while EN 1992-1-1 assumes ultimate strain less than 0.35%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity <em>f</em><em><sub>cd</sub></em> according to EN 1992-1-1 3.1.3 is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p>α<em><sub>cc</sub></em> is the coefficient taking account of long-term effects on the compressive strength and of unfavorable effects resulting from the way the load is applied. It is according to EN 1992-1-1 Cl. 3.1.6 (1). The default value is 1.0.</p>\n<p><em>f</em><em><sub>ck</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>By default, the idealized bilinear stress-strain diagram for the bare reinforcing bars defined in EN 1992-1-1, section 3.2.7 (Fig. 29) is considered. The definition of this diagram only requires the basic properties of the reinforcement to be known during the design phase (strength and ductility class). Whenever known, the actual stress-strain relationship of the reinforcement (hot-rolled, cold-worked, quenched, and self-tempered, …) can be considered. The reinforcement stress-strain diagram can be defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width). Using the stress-strain diagram with a horizontal top branch does not allow for the verification of structural durability. Therefore, manual verification of standard ductility requirements is necessary.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"Fig. 29\tStress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram with a horizontal top branch.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 29 \\qquad Stress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram}}}\\] \\[ \\textsf{\\textit{\\footnotesize{with a horizontal top branch.}}}\\]</em></p>\n<p>Tension stiffening (Fig. 30)&nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"Fig. 30\tScheme of tension stiffening.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 30\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective safety coefficients prescribed in design codes, exactly as in conventional concrete analysis. Values of material safety factors prescribed in EN 1992-1-1 chap. 2.4.2.4 and factors for anchors prescribed in EN 1992-4, EN 1993-1-8, and EN 1994-1-1 are set by default, but the user can change safety factors in the Code and calculation settings (Fig. 31).</p>\n<figure data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/74bc9fff-b55c-46b3-a638-345044b4de8e/Partial%20safety%20factors.png\" data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 31\\qquad The setting of &nbsp;material safety factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Load safety factors have to be defined by the user in Combination rules for each non-linear combination of load cases (Fig. 32). For all templates implemented in <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, partial safety factors are already predefined.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"Fig. 32\tThe setting of  load partial factors in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 32\\qquad The setting of&nbsp; load partial factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>By using appropriate user-defined combinations of partial safety factors, users can also compute with 3D CSFM using the global resistance factor method (Navrátil, et al. 2017), but this approach is hardly ever used in design practice. Some guidelines recommend using the global resistance factor method for non-linear analysis. However, in simplified non-linear analyses (such as 3D CSFM), which only require those material properties that are used in conventional hand calculations, it is still more desirable to use the partial safety format.</p>"
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                    "value": "<p>The different verifications required by EN 1992-1-1 are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum Equivalent principal stress σ<em><sub>c,eq </sub></em>obtained from FE analysis and the limit value σ<em><sub>c,lim</sub></em> = <em>f</em><em><sub>cd</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to 1992-1-1&nbsp;Cl. 3.1.7 (1).</p>\n<p>This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction <em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks σ<em><sub>sr</sub></em> and the specified limit value σ<em><sub>s,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{for bilinear diagram with inclined top branch}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\textsf{\\small{for bilinear diagram with horizontal top branch}}\\)</p>\n<p>where:</p>\n<p><em>f</em><em><sub>yk</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the yield strength of the reinforcement according to EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the ratio of tensile strength <em>f</em><em><sub>tk</sub></em> to the yield stress, <br>\n&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γ</em><em><sub>s </sub></em><sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sub>is the partial safety factor for reinforcement.</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value <em>σ</em><em><sub>s,lim</sub></em> is determined.</p>\n<p>In addition, the <em>N</em><em><sub>Ed</sub></em> and <em>V</em><em><sub>Ed</sub></em> values are specified for anchors, which are checked against <em>N</em><em><sub>Rd,s</sub></em> and <em>V</em><em><sub>Rd,s</sub></em> according to the selected code. The code is chosen depending on the type of anchor used in Project settings.</p>\n<figure data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/230a0c76-3c87-40ae-9f83-26d6635e85dc/Project%20settings%20-%20code%20select.png\" data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 33\\qquad EN 1992-1-1 Figure 8.2 - Anchor check - Design code selection}}}\\]</em></p>\n<p>Since different approaches are chosen for checking anchors in different standards, the user can choose the following standards for individual anchor types:</p>\n<ul>\n  <li>Anchors made of bolt material - EN 1992-4, EN 1993-1-8</li>\n  <li>Headed studs subjected to axial force - EN 1992-4</li>\n  <li>Headed studs subjected to shear force - EN 1992-4, EN 1994-1-1</li>\n  <li>Anchors made of reinforcement - EN 1992-4</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1992-4 - 7.2.1.3</strong></p>\n<p>\\[N_{Rd,s} = \\frac{c \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– reduction for cut threads&nbsp;&nbsp;</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– minimum tensile strength of the bolt</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>Ms</sub></em> = partial safety factor for steel</li>\n</ul>\n<p>\\[\\gamma_{Ms} = 1.2 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.4\\]</p>\n<p>where:&nbsp;&nbsp;</p>\n<ul>\n  <li><em>f</em><em><sub>yk</sub></em>&nbsp;– minimum yield strength of the bolt</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1993-1-8 - 3.6.1</strong></p>\n<p>\\[N_{Rd,s} = F_{t.Rd} = \\frac{c \\cdot k_2 \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3)&nbsp;</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;= 0.9 – factor for non-countersunk anchors&nbsp;</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor bolt ultimate tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>M2</sub></em> =1.25&nbsp;– partial safety factor for bolts (EN 1993-1-8, Table 2.1)&nbsp;</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1992-4 - 7.2.2.3</strong></p>\n<p>For stand-off = direct,&nbsp;<strong>the&nbsp;shear without lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.1):</p>\n<p>\\[V_{Rd,s} = \\frac{k_6 \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>For stand-off = mortar joint,&nbsp;<strong>the&nbsp;shear with lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.2):</p>\n<p>\\[V_{Rd,s} = \\frac{\\alpha_M \\cdot M_{Rk,s}}{\\gamma_{Ms} \\cdot l_a}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><em><sub>6</sub></em>&nbsp;= 0.6 for anchors with fuk ≤ 500&nbsp;MPa;&nbsp;<em>k</em><em><sub>6</sub></em>&nbsp;= 0.5 otherwise</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– shear area of anchor reduced by threads</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– anchor bolt ultimate strength</li>\n  <li><em>α</em><em><sub>M</sub></em>&nbsp;=&nbsp;2 – full restraint is assumed (EN&nbsp;1992-4 – Cl.&nbsp;6.2.2.3)</li>\n  <li>\\(M_{Rk,s} = M^{0}_{Rk,s} \\left(1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right)\\)&nbsp;– characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n  <li><sub>&nbsp;</sub>\\(M^{0}_{Rk,s} = 1.2 \\cdot W_{el} \\cdot f_{ub}\\) – characteristic bending resistance of the anchor (ETAG&nbsp;001, Annex C – Equation (5.5b))</li>\n  <li>\\(W_{el} = \\frac{\\pi d^{3}}{32}\\)&nbsp;– section modulus of the anchor</li>\n  <li><em>d</em>&nbsp;– anchor bolt diameter; if the shear plane in a thread is selected (which always is for threaded rod), the diameter reduced by threads is used; otherwise, nominal diameter,&nbsp;<em>d</em><em><sub>nom</sub></em>, is used</li>\n  <li><em>N</em><em><sub>Ed</sub></em>&nbsp;– tensile force in the anchor</li>\n  <li><em>N</em><em><sub>Rd,s</sub></em>&nbsp;– tensile resistance of the anchor</li>\n  <li>\\(l_{a} = 0.5\\, d_{\\mathrm{nom}} + t_{\\mathrm{mortar}} + 0.5\\, t_{\\mathrm{bp}}\\)&nbsp;– lever arm</li>\n  <li><em>t</em><em><sub>mortar</sub></em>&nbsp;– thickness of mortar (grout)</li>\n  <li><em>t</em><em><sub>bp</sub></em>&nbsp;– thickness of the base plate</li>\n  <li>\\(\\gamma_{Ms} = 1.0 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.25\\) for \\(f_{uk} \\le 800 \\text{ MPa}\\) and &nbsp;\\(\\frac{f_{yk}}{f_{uk}} \\le 0.8\\);&nbsp;<em>γ</em><em><sub>Ms</sub></em><sub>&nbsp;</sub>= 1.5 otherwise – partial safety factor for steel failure (EN&nbsp;1992-4 – Table 4.1)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1993-1-8 - 6.2.2</strong></p>\n<p>Anchor shear steel resistance&nbsp;is determined according to EN 1993-1-8 – 6.2.2 (7)&nbsp;<strong>regardless of direct or mortar joint stand-off</strong>. The grout strength and thickness should be according to Cl. 6.2.5 (7).</p>\n<p>\\[V_{Rd,s} = F_{v,b,Rd} = \\min \\left\\{ F_{1v,b,Rd} ,\\, F_{2v,b,Rd} \\right\\}\\]</p>\n<p>where:</p>\n<p>\\[F_{1v,b,Rd} = \\frac{\\alpha_v \\cdot f_{ub} \\cdot A}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li><em>α</em><em><sub>v</sub></em>&nbsp;= 0.6 for grades 4.6, 5.6, 8.8, and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– ultimate tensile strength of the bolt material</li>\n  <li><em>A</em>&nbsp;– tensile stress area of the bolt, <em>A</em> = <em>A</em><em><sub>s,</sub></em> where&nbsp;<em>As</em>&nbsp;is the tensile stress area of the bolt (reduced by the thread)</li>\n  <li><em>γ</em><em><sub>M2</sub></em>&nbsp;– safety factor - EN 1993-1-8 – Table 2.1</li>\n</ul>\n<p>\\[F_{2v,b,Rd} = \\frac{\\alpha_b \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li>&nbsp;\\(\\alpha_b = 0.44 - 0.0003\\, f_{yb}\\)</li>\n  <li><em>α</em><em><sub>b</sub></em> is a&nbsp;coefficient depending on the yield strength of the anchor bolt</li>\n  <li><em>f</em><em><sub>yb</sub></em>&nbsp;– anchor yield strength; 235 MPa&nbsp;≤fyb≤&nbsp;640 MPa</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– tensile stress area (reduced by the thread)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1994-1-1 - 6.6.3.1</strong></p>\n<p>\\[V_{Rd,s} = P_{Rd} = \\frac{0.8 \\, f_u \\, \\pi \\, d^2}{4 \\, \\gamma_v}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><em><sub>v</sub></em>&nbsp;is the partial factor for shear connection per EN 1994-1-1 chap. 2.4.1.2. The recommended value for <em>γ</em><em><sub>v</sub></em>&nbsp;is 1.25</li>\n  <li><em>d</em> is the diameter of the shank of the stud, 16 mm ≤ d ≤ 25 mm;</li>\n  <li><em>f</em><em><sub>u</sub></em>&nbsp;is the specified ultimate tensile strength of the material of the stud, but not greater than 500 MPa.</li>\n</ul>\n<p>In EN 1994-1-1, clause 6.6.3.1 also provides Equation (6.19), which limits the shear resistance of a stud by the punching (bearing) capacity of the concrete. In IDEA StatiCa Detail, this failure mode is not checked by a separate code formula in the post-processing. Instead, it is built directly into the nonlinear finite element analysis as a stop criterion: the analysis is terminated before the shear force in an anchor reaches the corresponding <em>P</em><em><sub>Rd</sub></em><br>\nfrom Equation (6.19). This approach is used because Equation (6.19) is valid only for headed studs welded to the steel plate and for stud diameters in the range 16 mm ≤ d ≤ 25 mm, as specified in 6.6.3.1.</p>\n<p>To cover a wider range of practical cases, we created a series of 3D reference models in Abaqus with anchor diameters from 8 mm to 50 mm and concrete strengths from C16/20 to C50/60. The studs were modeled either welded rigidly to the base plate or connected by a pinned (hinged) joint. The material models and contact parameters in Detail were then calibrated against these Abaqus simulations, which were themselves verified against Equation (6.19) within its validity range. This stop criterion is valid for all anchor types and all EN codes.</p>\n<p><br></p>\n<p><strong>Interaction of tension and shear in anchor steel</strong></p>\n<p>The interaction of tension and shear per EN 1993-1-8 is implicitly included in the anchor shear check.</p>\n<p>The interaction of tension and shear per EN 1992-4&nbsp;is determined separately for steel and concrete failure modes according to Table 7.3. Interaction in steel is checked according to Equation (7.54) or (7.57). The interaction in steel is checked for each anchor separately.</p>\n<p>Two approaches based on load conditions are applied for anchoring with supplementary reinforcement.</p>\n<ul>\n  <li>For anchors subjected to&nbsp;<strong>tensile and shear forces</strong>, the interaction is calculated as</li>\n</ul>\n<p>\\[\\left( \\frac{N_{Ed}}{N_{Rd,s}} \\right)^{2}+\\left( \\frac{V_{Ed}}{V_{Rd,s}} \\right)^{2}\\le 1\\]</p>\n<p><br></p>\n<p>EN 1994-1-1 states in Article 6.6.3.2 that if the anchor tensile force is greater than <em>0.1P</em><em><sub>Rd</sub></em>, the check is not covered by this standard. In such a case, the interaction is assessed in accordance with EN 1992-4 in the application. In such a case, the shear check should not be considered according to EN 1994-1-1.</p>\n<p><br></p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by EN 1992-4, Clause 7.2.1.5 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = k_2 \\cdot A_h \\cdot f_{ck} / \\gamma_{Mp}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><em><sub>h</sub></em> is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>ck</sub></em> is the characteristic compressive strength of concrete - EN 1992-1-1 Cl. 3.1.2</li>\n  <li><em>γ</em><em><sub>Mp</sub></em> is taken in the application as <em>γ</em><em><sub>Mp</sub></em> = <em>γ</em><em><sub>c</sub></em> with the default value of 1.5</li>\n  <li>&nbsp;<em>k</em><em><sub>2</sub></em> is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.&nbsp;</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.</p>\n<p><br></p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the ultimate bond strength <em>f</em><em><sub>bd</sub></em><sub>,</sub> according to EN 1992-1-1 chap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2.25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f</em><em><sub>ctd</sub></em><sub> </sub>&nbsp;&nbsp;&nbsp;&nbsp; is the design value of concrete tensile strength according to EN 1992-1-1 Cl. 3.1.6 (2). Due to the increasing brittleness of higher-strength concrete, <em>f</em><em><sub>ctk,0.05</sub></em><sub> </sub>is limited to the value for C60/75 according to EN 1992-1-1 Cl. 8.4.2 (2)</li>\n  <li>η<sub>1</sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is a coefficient related to the quality of the bond condition and the position of the bar during concreting (Fig. 34).</li>\n  <li>η<sub>1</sub> = 1.0 when ‘good’ conditions are obtained and</li>\n  <li>η<sub>1</sub> = 0.7 for all other cases and for bars in structural elements built with slip-forms, unless it can be shown that ‘good’ bond conditions exist</li>\n  <li>η<sub>2</sub> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is related to the bar diameter:<br>\nη<sub>2</sub> = 1.0 for Ø ≤ 32 mm<br>\nη<sub>2</sub> = (132 - Ø)/100 for Ø &gt; 32 mm</li>\n</ul>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"Fig. 33\tDescription of bond conditions.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 34\\qquad EN 1992-1-1 Figure 8.2 - Description of bond conditions.}}}\\]</em></p>\n<p>In IDEA StatiCa Detail, the bond conditions are taken into account according to Fig. 34 c) and d). The direction of concreting can be set in the application for each project item as follows:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 35\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and Limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>σ</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>ultimate strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 36\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<h4>Anchorage types at the end of Reinforcement (Anchors and Rebars)</h4>\n<p>The available <strong>anchorage types</strong> in 3D CSFM include a straight bar (i.e., no anchor end reduction), bend, hook, loop, welded transverse bar, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 36 for longitudinal reinforcement and in Fig. 37 for stirrups. The values of the adopted anchorage coefficients are in accordance with EN 1992-1-1 section 8.4.4 Tab. 8.2. It should be noted that in spite of the different available options, 3D CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 37\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the 3D CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g)&nbsp;continuous bar.}}}\\]</em></p>\n<p><br></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"Fig. 18\t Available anchorage types and respective anchorage coefficients for stirrups. Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for stirrups.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.}}}\\]</em></p>\n<p>In order to comply with EN 1992-1-1, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in the CSFM is based on the parabolic-plastic stress-strain curve for concrete based on the Portland CementAssociation’s parabolic stress-strain curve described in PCA’s Notes on ACI 318-99 Building Code Requirements for Structural Concrete, Figure 6-8. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 39\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of the CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached it considers a plastic branch with ε<em><sub>c</sub></em><sub>0</sub> in maximum value 5% while ACI 318-19 Cl. 22.2.2.1 assumes ultimate strain less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>1</sub> is the Reduction factor of concrete compressive strength defined in ACI 318-19 Cl. 22.2.2.4.1. When using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>.</em></p>\n<p><em>Φ</em><em><sub>c </sub></em>is the strength reduction factor for concrete. The default value is set according to ACI 318-19 Table 24.2.1 (b)(f).</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered. See ACI 319-19 Cl. 20.2.1. The definition of this diagram only requires the basic properties of the reinforcement to be known - strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect.&nbsp;</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 40 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to ACI 318-19 Table 24.2.1.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>10% is selected as the limit strain at which the calculation is stopped. This is considered safe based on ASTM A955/A955M-20c Article 7.</p>\n<p>Tension stiffening (Fig. 41) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 41\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 23)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 23).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 24 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 24. A crack kinematic without slip (pure crack opening) is considered (Fig. 24a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 24b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models presented in Section 1.2.4 by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 24c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 25) by means of the model presented in Section 1.2.4.</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 25\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>"
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                            "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h2>Structural design of concrete discontinuities in IDEA StatiCa Detail</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#reinforcement-structural-design\">Reinforcement structural design</a><br>\n<a href=\"#finite-element-implementation-idea-statica-detail\">Finite element implementation in IDEA StatiCa Detail</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#finite-element-types\">Finite element types</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#meshing\">Meshing</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#presentation-of-results\">Presentation of results</a><br>\n<a href=\"#structural-element-verification-idea-statiCa-detail\">Structural element verification in IDEA StatiCa Detail</a><br>\n<a href=\"#verification-of-the-structural-concrete-elements\">Verification of the structural concrete elements (EN)</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#material-models\">Material models</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#safety-factors\">Safety factors</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#partially-loaded-areas\">Partially loaded areas 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data-codename=\"theoretical_background_detail___safety_factors\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f95c03f_046c_01d7_3298_0b0bf00905fd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___ultimate_limit_sta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f4e5df8b_4a56_01f4_bc6d_94a0519ab1a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___partially_loaded_a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6d893327_7af2_0116_cc53_17d9c523d187\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___serviceability_lim\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. 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                            "value": "<h4>Reinforced concrete wall or deep beams full code-check? No problem!</h4>\n<p>The aim of the webinar is to present how to code-check a <strong>general-shape deep beam</strong> in <strong>IDEA StatiCa Detail</strong> in connection with results from the FEA application in minutes. We will show the workflow on an example of a residential concrete building – exporting the geometry, creating the submodel in IDEA StatiCa Detail, applying the <strong>correct loads</strong>, design of the reinforcement, and the final code-check for both <strong>ultimate and serviceability limit</strong> <strong>states</strong>.</p>\n<p>Try it on your own - get the <a data-item-id=\"0c872071-6a3f-4b99-8cd4-66440db9cc0d\" href=\"\">free Trial license</a> and follow the step-by-step tutorial on <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Concrete wall</a>.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>The ultimate solution for concrete details and structural parts</h4>\n<p>Common 3D FEA software considers the linear behavior of concrete. Design and code-checks of reinforcement are limited, especially for the <strong>serviceability limit state</strong> which may lead to the development of <strong>excessive cracks</strong>. All of that is covered within the <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">CSFM-based</a> application IDEA StatiCa Detail. Now, all engineers can efficiently design and code-check walls or deep beams of any shape and many more.</p>\n<p>If you want to see more of <strong>IDEA StatiCa Detail&nbsp;</strong>in action, there are two other recorded webinars to watch:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">How to design a prestressed beam with openings easily?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Cast in situ wall – Ruzomberok (Slovakia)</a></li>\n</ul>\n<p>Or browse our Support center for&nbsp;<a href=\"https://www.ideastatica.com/support-center-tutorials?product=concrete&amp;label=detail\" title=\"IDEA StatiCa Detail\">tutorials</a>&nbsp;and read the&nbsp;<a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">theoretical background.</a></p>\n<p><br></p>\n<h3>Webinar recording</h3>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective strength reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>strength reduction factors</strong> are prescribed in ACI 318-19 Cl. 21.2. The default values for concrete and reinforcement are chosen based on the assumption that the typical example solved in the application is shear-controlled (based on Table 21.2.1 (b), (f), (g)). However, it is possible to model any type of element. Therefore, if a compression or tension-controlled element is assessed, the user has the option to change the strength reduction factor value in the Preferences.</p>\n<figure data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f5c8c73-4050-4623-9f74-04bee16498f2/Strength%20reduction%20factors%20-%20ACI.png\" data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42\\qquad The setting of strength reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to ACI 318-19 Table 5.3.1.</p>\n<p>Except as stated in Chapter 34, service-level load combinations are not defined in ACI 318-19. It is recommended to use combination rules based on Appendix C of ASCE/SEI 7-16. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db9f1517-72eb-45bd-9f0c-6c748d7c9146/Load%20factors%20-%20ACI.png\" data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad The setting of&nbsp;load factors in IDEA StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by ACI 318-19 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>y,lim</sub></em>.</p>\n<p>\\[f_{y,lim} = \\phi_{s} \\cdot f_{y}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>y,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by ACI 318-19, Clause 17.6.3.2.2a (pull-out failure of headed fastenings).</p>\n<p>\\[N_{pn} = \\Phi \\cdot \\Psi_{c,p} \\cdot 8 \\cdot A_{brg} \\cdot f'_c\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi\\) is the strength reduction factor - Table 17.5.3(c)</li>\n  <li><em>A</em><em><sub>brg</sub></em>&nbsp;net bearing area of the head of stud, anchor bolt, or headed deformed bar (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li>\\(\\Psi_{c,p}\\)&nbsp;is the pullout cracking factor according to 17.6.3.3, and is always taken as 1.0, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the bond strength <em>f</em><em><sub>bu</sub></em>.</p>\n<p>Although the bond strength is not explicitly defined in ACI 318-19, the calculation of the development length can be found in Section 25.4.2. However, since the bond strength is the basic input for determining the development length, see R25.4.1.1 and ACI Committee 408 1966, the bond strength can be calculated as follows:</p>\n<p>Let us assume that if we anchor the reinforcement bar into a concrete block to the development length <em>l</em><em><sub>d</sub></em> or greater, pulling out the reinforcement will lead to rupture of the reinforcement and not to pulling out of the concrete. This can be written with the following formula.</p>\n<p>\\[\\pi\\cdot d_{b} \\cdot l_{d} \\cdot f_{bu}=f_{y}\\cdot A_{s}\\]</p>\n<p>where:</p>\n<p><em>d</em><em><sub>b</sub></em> is the diameter of the reinforcement bar, <em>l</em><em><sub>d</sub></em> is the development length, <em>f</em><em><sub>bu</sub></em> is the bond strength, <em>f</em><em><sub>y</sub></em> is the yield strength of the reinforcement, and <em>A</em><em><sub>s</sub></em> is the area of the reinforcement rebar.</p>\n<p>From the preceding, the formula for calculating bond strength can be easily derived:</p>\n<p>\\[f_{bu}=\\frac{f_{y}\\cdot A_{s}}{\\pi\\cdot d_{b} \\cdot l_{d} }\\]</p>\n<p>The development length <em>l</em><em><sub>d</sub></em> is then determined according to ACI 318-19 Table 25.4.2.3 as follows:</p>\n<p>\\[l_{d}=\\left( \\frac{f_{y}\\cdot\\psi_{t}\\cdot\\psi_{e}\\cdot\\psi_{g}}{C\\cdot\\lambda\\sqrt{f'_{c}}} \\right)\\cdot d_{b}\\]</p>\n<p>where:</p>\n<p><em>C = 25</em> (2.1 for metric) for no. 6 and smaller bars and deformed wires, <em>C = 20</em> (1.7 for metric) for no. 7 and larger bars, λ = 1.0 for normal weight concrete, <em>ψ</em><em><sub>t</sub></em>, <em>ψ</em><em><sub>e</sub></em><sub>,</sub> <em>ψ</em><em><sub>g</sub></em> are determined according to ACI 318-19 Table 25.4.2.3.&nbsp;</p>\n<p>Only uncoated or zinc-coated (galvanized) reinforcement is supported, so <em>ψ</em><em><sub>e</sub></em><em> = 1.0</em>. <em>ψ</em><em><sub>g</sub></em> is automatically determined from the reinforcement grade, and <em>ψ</em><em><sub>t</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 44\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - &nbsp;Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 45\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must be always lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), 90-degree hook, 180-degree hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 46 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from the comparison of the equation from section ACI 318-19 25.4.3.1 and equations taken from section ACI 318-19 25.4.2.3. It should be noted that, in spite of the different available options, CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b76bc446-995d-4d16-8ef9-4aa26671edda/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 46\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;90-degree hook; (c) 180-degree hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with ACI, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in CSFM is based on the parabolic-plastic stress-strain curve. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/22a6013d-68bc-406c-b92a-f500a9ba191e/SS%20diagrams%20conc%20-%20AUS.png\" data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 47\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cp</sub></em> in maximum value 5%, while AS 3600 Cl. 8.3.1 assumes ultimate strain of less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{2}\\cdot\\phi_{s} \\cdot \\eta_{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>2</sub> is the reduction factor of concrete compressive strength defined in AS 3600 Cl. 8.3.1 <br>\nWhen using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>. </em>An analogous approach is defined for the Rectangular stress block in Chapter 8.1.3.</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the stress reduction factor for concrete. The default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered, see AS 3600 Section 3.2. The definition of this diagram only requires the basic properties of the reinforcement to be known – the strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width).&nbsp;</p>\n<figure data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e33b934-9d0f-4ba7-9764-4f31801c752b/Steel%20stress-strain%20diagram%20CSFM%20-%20AUS.png\" data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 48 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>Tension stiffening (Fig. 49) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b27b5ab6-24ea-410b-901a-fccbd7e4005f/Tension%20stiffening%20CSFM%20-%20AUS.png\" data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 49\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective stress reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>stress reduction factors</strong> are prescribed in AUS 3600 Cl. 2.2.3. The default values for concrete and reinforcement are set according to Table 2.2.3</p>\n<figure data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d32796c-ae70-42fb-a3d3-4542e785f5b1/Stress%20reduction%20factors_AUS.png\" data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 50\\qquad The setting of stress reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to AS 3600 Cl. 4.2.2. Load factors for Serviceability combinations shall be determined according to Table 4.1. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/887ee546-c598-41fd-b494-c43ccbc55194/Load%20factors%20AUS.png\" data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 51\\qquad The setting of&nbsp;load factors in Idea StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by AS 3600 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>sy,lim</sub></em>.</p>\n<p>\\[f_{sy,lim} = \\phi_{s} \\cdot f_{sy}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>sy,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by AS 5216:2021 Cl. 6.3.4 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = \\Phi_{Mp} \\cdot k_{2} \\cdot A_{h} \\cdot f'_{c}\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi_{Mp}\\) is the strength reduction factor - Table 3.2.4</li>\n  <li><em>A</em><em><sub>h</sub></em>&nbsp;is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>.</p>\n<p>For the determination of the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>, the formula C13.1.2.2 defined in AS3600:2018 Sup 1:2022 is considered in the application.</p>\n<p>\\[f_{bu}=\\frac{k_{2}}{k_{1} \\cdot k_{3}} \\cdot (0.5 \\cdot \\sqrt{f'_{c}})\\]</p>\n<p>Where <em>f'</em><em><sub>c</sub></em><em> ≤ 65 MPa</em> (in the formula is in MPa), and <em>k</em> factors are determined from AS 3600 Cl. 13.1.2.2 as follows:</p>\n<p><em>k</em><em><sub>3</sub></em><em> = 0.7</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(conservative value for all reinforcement)<br>\n<em>k</em><em><sub>2</sub></em><em> = (132 - d</em><em><sub>b</sub></em><em>) / 100</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(<em>d</em><em><sub>b</sub></em> is diameret of rebar in millimeters)<br>\n = 1.3 for a horizontal bar with more than 300 mm of concrete cast below the bar, or 1.0 otherwise</p>\n<p><em>k</em><em><sub>1</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 52\\qquad Direction of concreting}}}\\]</em></p>\n<p>The basic development length <em>L</em><em><sub>sy,tb</sub></em> is calculated according to formula 13.1.2.2 in AS 3600 as follows:</p>\n<p>\\[L_{sy,tb}=\\frac{0.5\\cdot k_{1}\\cdot k_{3}\\cdot f_{sy}\\cdot d_{b}}{k_{2}\\cdot \\sqrt{f'_{c}}}\\ge 29 \\cdot k_{1}\\cdot d_{b}\\]</p>\n<p>As can be seen in the formula, the basic development length <em>L</em><em><sub>sy,tb</sub></em> is limited from below, and therefore the design ultimate bond stress <em>f</em><em><sub>bu</sub></em> must be limited in the same way in the application, so the following applies:</p>\n<p>\\[f_{bu}\\le \\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p>Where <em>f</em><em><sub>sy</sub></em> is in MPa.</p>\n<p>The derivation of the <em>f</em><em><sub>bu</sub></em> limitation is as follows:</p>\n<p>\\[f_{bu}= \\frac{f_{sy}\\cdot A_{s}}{ \\pi \\cdot d_{b} \\cdot L_{sy,tb}}=\\frac{f_{sy}\\cdot \\pi \\cdot d_{b}^{2}}{4 \\cdot \\pi \\cdot d_{b} \\cdot 29 \\cdot k{1} \\cdot d_{b}} =\\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p><br></p>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 53\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), Standard cog, Standard hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 54 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from AS 3600 Cl. 13.1.2. It should be noted that CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 50% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/021688e6-24c8-441b-8210-9f0bb4377e75/Available%20anchorage%20types%20for%20longitudinal%20rebars_AUS.png\" data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 54\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;Standard cog; (c) Standard hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with AS 3600, the anchorage spring should be used in the calculation. The anchorage spring is modified by the β coefficient, so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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            "value": "<h1>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the 3D CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete 3D details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Mohr-Coulomb plasticity theory implementation in 3D CSFM</a><br>\n<a href=\"#general-mechanics-assumptions-for-3D-CSFM\">General mechanics assumptions for 3D CSFM</a></p>\n<h2>Analysis model of IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#general-finite-element-types\">General finite element types</a><br>\n<a href=\"#load-transfer-devices\">Load transfer devices</a><br>\n<a href=\"#concrete-meshing-in-3D-CSFM\">Meshing in 3D CSFM</a><br>\n<a href=\"#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a><br>\n<a href=\"#presentation-of-3D-results\">Presentation of 3D results</a><br>\n<a href=\"#model-imported-from-idea-statica-connection\">Model imported from IDEA StatiCa Connection</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states\">Limit states</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-EN\">Material models in 3D CSFM (EN)</a><br>\n- <a href=\"#partial-safety-factors\">Partial safety factors</a><br>\n- <a href=\"#ultimate-limit-state-checks\">Ultimate limit state checks</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-ACI\">Material models in 3D CSFM (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-AUS\">Material models in 3D CSFM (AUS)</a><br>\n- <a href=\"#stress-and-strength-reduction-factors-and-load-factors\">Stress and strength reduction factors and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a></p>\n<p><br></p>\n<p><br></p>\n<h1>Introduction to the 3D CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b03faaef_b4f1_010d_1fd1_edf6dd647e42\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2c23365_3b66_01a0_abd7_41cc7a5d855b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" 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data-codename=\"theoretical_background_3d_detail___model_imported_\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1c9baa9_a314_01b1_37b2_cd6c61a9420e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___limit_states\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to EUROCODE</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8deed79d_4187_01f2_fd60_037d562de304\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n26ae82b5_da0f_01f0_1d69_69d7b1e282d4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___partial_safety_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e6a5281a_8b5f_01f2_0261_0b1b3eef6dfd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___ultimate_limit_\"></object>\n<p><br></p>\n<p><br></p>\n<h1>Structural verifications according to ACI 318-19</h1>\n<p>3D CSFM is in accordance with ACI 318-19, chapter 6.8.1.1. In order for the 3D CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9f39b9ca_50c0_015a_2c43_8759ed607707\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1d1efe19_0968_013b_6544_5bd3d06f14aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_reduct\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b9c02246_d04c_0146_3699_3c2b4bf9c86d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys\"></object>\n<p><br></p>\n<p><br></p>\n<h1>Structural verifications according to Australian standard AS 3600</h1>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6.&nbsp;</p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days&nbsp;<em>f'c</em>&nbsp;is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9420be53_2547_0180_5def_d6e20b5be7b1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0a6ca427_5a30_01fc_5334_3f6d024f40b9\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d__stress_reduction\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cd5aad70_8155_0111_d25f_c72e153f21e5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys_f37d2d9\"></object>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<h2>Verifications and validations</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<h3>References</h3>\n<ol>\n  <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determination of Mohr–Coulomb Parameters from Nonlinear Strength Criteria for 3D Slopes.&nbsp;<em>Math. Probl. Eng.</em>&nbsp;<strong>2019</strong>, 6927654.</li>\n  <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determination of the Mohr-Coulomb Material Parameters for Concrete under Indirect Tensile Test.&nbsp;<em>Tech. Gaz.</em>&nbsp;<strong>2019</strong>,&nbsp;<em>26</em>, 412–419.</li>\n  <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modified Mohr-Coulomb—Rankine material model for concrete.&nbsp;<em>Eng. Comput.</em>&nbsp;<strong>2011</strong>,&nbsp;<em>28</em>, 853–887.</li>\n  <li>Fan, Q.; Gu, S.C.; Wang, B.N.; Huang, R.B. Two Parameter Parabolic Mohr Strength Criterion Applied to Analyze The Results of the Brazilian Test.&nbsp;<em>Appl. Mech. Mater.</em>&nbsp;<strong>2014</strong>,&nbsp;<em>624</em>, 630–634.</li>\n</ol>"
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                    "value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>.&nbsp;</p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation.&nbsp;</p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D.&nbsp;</p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks.&nbsp;</p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.&nbsp;</p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete).&nbsp;</p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -&gt; Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has&nbsp;<strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation.&nbsp;</p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block&nbsp;</h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically.&nbsp;</p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner.&nbsp;</p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met.&nbsp;</p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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                                            "value": "<h2>1 Nouveau projet</h2>\n<p>Démarrez <strong>IDEA StatiCa Connection</strong>. Tout commence sur l'onglet <strong>Acier</strong>.</p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Gardez le paramétrage par défaut</strong> pour la topologie d'ancrage et entrez dans l'application.</p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Conception</h2>\n<p><strong>Modifiez </strong>l'opération <strong>Pied de poteau </strong>pour obtenir la topologie finale d'un bloc de béton avec charge excentrée. Le<strong> transfert de l'effort de cisaillement</strong> est paramétré pour<strong> frottement</strong>.</p>\n<ul>\n  <li>Depuis la publication de la <strong>version 24.1, IDEA StatiCa Detail</strong> est <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">sorti de la version BÊTA</a> pour la <strong>conception d'ancrages 3D</strong>. Avec cette nouvelle version, le cisaillement peut être transféré à travers des <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">tiges, bêches et frottement</a>.</li>\n</ul>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><strong>Saisissez les efforts internes</strong> pour l'ancrage chargé biaxialement. Les efforts internes causent des contraintes de compression sur le contact entre le sol et le bloc de béton. Par défaut, on suppose un <a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">bloc de béton</a> fissuré.</p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Vérification</h2>\n<p><strong>Passez</strong> à l'onglet<strong> Vérification</strong> et <strong>Calculer</strong>. La vérification prouve le mode de rupture des tiges. Explorons-le plus en détail.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Découvrons les ruptures potentielles pour traction, cisaillement et interaction mutuelle selon <a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">EN 1992-4</a>.</p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Veuillez examiner la vérification détaillée</strong> <strong>des tiges</strong> car elle révèle une non-conformité sur la première page. <strong>Cela vous informera des vérifications que vous devez effectuer manuellement ou en utilisant d'autres méthodes</strong> parce qu'elles ne sont pas incluses dans IDEA StatiCa Connection. Il est recommandé de prendre les mesures nécessaires pour résoudre ce problème.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>En raison de l'échec de la <strong>vérification de l'ancrage&nbsp;</strong>:</p>\n<ul>\n  <li>Le problème est causé par la <strong>résistance à l'éclatement du béton pour les tiges en traction et cisaillement.</strong></li>\n  <li><strong>Ce problème peut être facilement résolu dans IDEA StatiCa Detail grâce à la méthode 3D CSFM</strong>. Cela vous aide à surmonter le modèle des blocs fissurés en béton standard dans IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Exportation</h2>\n<p>L'application<strong> IDEA StatiCa Connection</strong>, développée en interne,<strong> dispose désormais d'un </strong><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>lien BIM puissant </strong></a><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>avec Detail</strong></a>, permettant la conception et vérification des blocs de béton armé avec plusieurs combinaisons.</p>\n<p>Conditions préalables à l'exportation :</p>\n<ul>\n  <li>Le modèle doit être<strong> précalculé et les résultats doivent être inclus.</strong></li>\n</ul>\n<p>Allez à l'onglet <strong>Vérification -&gt; Vérification de béton armé -&gt; Enregistrer.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>L'exportation n'est autorisée que pour la topologie d'ancrage. L'<a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">exportation</a> permet le transfert de :</p>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection&nbsp;:</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : par adhérence / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h2>5 Conception</h2>\n<p>Cette section vous permet de modifier les éléments, appuis, charges et combinaisons et groupe de barres d'armature.</p>\n<h3>Appuis</h3>\n<p>Le sol présente une certaine rigidité qui doit être prise en compte pour une conception précise. L'<strong>appui superficiel</strong> permet la rigidité dans les trois directions et est défini comme <strong>inactif en traction par défaut</strong> (non-linéarité des limites).</p>\n<ul>\n  <li>Soyez prudent lorsque vous faites des hypothèses sur les conditions limites. Dans le cas de la non-linéarité, si les moments sont assez élevés, l'appui du bloc de béton en traction peut se retourner pendant l'analyse, provoquant des rotations importantes. Cela peut conduire à un modèle divergent en raison du mouvement du corps flexible.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Appareils de transfert</h3>\n<p>Les tiges sont reprises de IDEA StatiCa Connection. Deux types de tiges peuvent être sélectionnés.</p>\n<p>Tiges encastrées :</p>\n<ul>\n  <li>Tiges préinstallées ayant les mêmes attributs d'<a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#finite-element-types\">adhérence</a> que les barres de ferraillage.</li>\n</ul>\n<p>Tiges par adhérence :</p>\n<ul>\n  <li>Post-installés (tiges chimiques) avec la possibilité de personnaliser l'effort d'adhérence selon la résistance d'adhérence réelle.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Veillez au paramétrage correct de l'<strong>interconnexion avec le pied de poteau</strong>. Si les semelles sont importées à partir de l'application Connection, le <strong>transfert des efforts axiaux</strong> doit être <strong>désactivé</strong> et le <strong>transfert de cisaillement</strong> doit être <strong>activé</strong>. C'est parce que les tiges sont chargées directement par les efforts. Vous pouvez en savoir plus à ce sujet <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">ici</a>.</p>\n<p>Si vous conceviez des semelles à partir de zéro dans l'application Detail, les deux options seraient activées. Lors du transfert de cisaillement à travers les tiges, l'utilisateur doit déterminer quelles tiges supporteront l'effort de cisaillement et sélectionner la case à cocher correspondante. Ceci est conforme aux exigences de la norme EN qui spécifie que le cisaillement ne doit être attribué qu'aux tiges effectives pour la vérification de la rupture du bord de béton.</p>\n<h3>Ferraillage</h3>\n<p>Paramétrez l'enrobage en béton à 40 mm, ce qui sera utilisé comme valeur par défaut pour le ferraillage.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Sélectionnez le <strong>Groupe de barres d'armature (1) --&gt; Groupe de barres 3D (2) </strong>et remplissez les champs <strong>Diamètre</strong>, <strong>Attributs</strong> et <strong>Géométrie (3)</strong>.</p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez la <strong>Surface</strong>. Toutes les autres options sont conservées.</p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copiez </strong>l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Charges et combinaisons</h3>\n<p>Les combinaisons sont prises de IDEA StatiCa Connection. Toutes les conséquences de l'importation sont mentionnées en détail dans l'article <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection à Detail</a>.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<h2>6 Vérification</h2>\n<p><strong>Avant de démarrer l'analyse</strong>, nous recommandons vivement de <strong>changer le multiplicateur de maillage</strong> à deux afin d'accélérer le calcul. Cette étape n'est pas obligatoire mais elle peut réduire le temps de calcul et aider à identifier tout problème de divergence. <strong>Si tout se passe bien et aucun problème ne survient, vous pouvez revenir à un multiplicateur d'un</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Résultats</h2>\n<h3>Contrainte équivalente principale</h3>\n<p>La <strong>contrainte équivalente principale (EPS)</strong> dans le béton est déterminée selon le comportement de volume du bloc de béton. Les zones qui subissent la charge la plus élevée sont identifiées et mises en valeur. Afin de mieux comprendre le confinement par rapport à la compression uniaxe, la contrainte équivalente est calculée à l'aide de coefficient kappa. Plus d'informations sur la contrainte équivalente principale sont fournies dans <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#ultimate-limit-state-checks\">cet article de la Base théorique.</a></p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Contrainte dans les barres d'armature</h3>\n<p><strong>Lors de la vérification de ferraillage</strong>, il est essentiel de noter que la tige proche du coin est utilisée au maximum.</p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>En affichant l'utilisation du ferraillage, l'utilisateur peut clairement voir quel ferraillage contribue au transfert de la charge et à la prévention de la rupture du cône de béton.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Ancrage</h3>\n<p>Vérifiez les paramètres de l'<strong>ancrage</strong> et activez l'option <strong>Effort total dans les tiges</strong>. Les efforts dans les tiges peuvent varier légèrement en raison des différentes approches de calcul concernant le bloc de béton. Cependant, les différences ne sont pas significatives.</p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Déformations</h3>\n<p>Passez à <strong>Complémentaire</strong> et activez l'option <strong>Déformation</strong>.</p>\n<p>Il n'est pas nécessaire d'effectuer une vérification de déformation pour ELU mais il est vivement recommandé de vérifier la déformation après l'analyse pour s'assurer que le modèle ne subit pas de déformation importante, de rotation importante ou qu'aucun élément fini n'est endommagé. Cela permet d'avoir une vue d'ensemble des résultats de l'analyse et d'identifier les problèmes qui ont pu se produire lors de l'analyse.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Rapport</h2>\n<p>Enfin, passez à l'<strong>Aperçu/Impression de rapport</strong>. IDEA StatiCa offre un rapport entièrement personnalisable à imprimer ou enregistrer dans un format modifiable.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>Vous avez vérifié l'ensemble de la conception de l'attache selon les normes EN 1993-1-8 et EN 1992-4. La partie en acier a été vérifiée dans IDEA StatiCa Connection et le bloc de béton a été vérifié dans IDEA StatiCa Connection et Detail.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3093d2f3_fd32_01b1_7756_3728b23df3df\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c241a84c_e373_0189_6fd5_29b91c19ae75\"></object>"
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                                            "value": "<p>L'Eurocode spécifie plusieurs modes de rupture des tiges et des semelles en béton et les divise selon leur type de charge. Dans <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, on pouvait déjà évaluer les tiges avec certaines limitations&nbsp;: il fallait faire des évaluations manuellement.</p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>En même temps, il était impossible de prendre en compte le ferraillage des blocs de béton. Ceci change maintenant avec IDEA StatiCa Detail 3D, qui ajoute plus de possibilités. IDEA StatiCa Detail 3D n'offre pas d'évaluations habituelles définies dans la norme pour le béton standard. Cependant, avec l'analyse MEF, nous pouvons vérifier si le béton armé satisfait la charge spécifiée et si <strong>la rupture du béton qui correspondrait </strong>à ces conditions est empêchée. Les applications fonctionnent indépendamment et peuvent être utilisées séparément, mais grâce au <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">lien entre Connection et Detail</a>, il est également possible d'utiliser Detail uniquement comme calcul complémentaire.</p>\n<p>Passons maintenant aux conditions de l'Eurocode une par une et les possibilités offertes par les applications.</p>\n<h2>Effort de traction</h2>\n<p>L'Eurocode divise le premier type de charge (<strong>effort de traction</strong>) en 6 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d, e, f) et deux autres pour les semelles avec ferraillage (g, h).</p>\n<p>L'image ci-dessous montre schématiquement quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.1) pour la conception des ancrages <strong>(CBFEM)</strong>, tandis que IDEA StatiCa Detail est entièrement basé sur la méthode des éléments finis <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Certaines options d'évaluation se chevauchent donc dans les deux applications, mais toujours avec une méthode différente.</p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>Les méthodes mises en œuvre dans le logiciel permettent seulement l'utilisation du béton standard dans Connection, tandis que <strong>seulement les semelles en béton armé peuvent être considérées dans Detail</strong>.</p>\n<figure data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/504267ed-44f6-46ae-9b15-33d57f0af506/failures.png\" data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" alt=\"\"></figure>\n<p>Les principales hypothèses et limites de l'analyse pour IDEA StatiCa Detail 3D sont énumérées dans l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues</a>.</p>\n<h4>a) Rupture d'acier</h4>\n<p>La rupture d'acier des tiges<strong> chargées en traction</strong> est vérifiée dans les deux applications. La résistance à la traction de la tige est vérifiée dans Connection selon la formule suivante :</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>Dans Detail, les tiges sont vérifiées comme les barres de ferraillage ordinaires selon les diagrammes contrainte-déformation définis pour des matériaux particuliers tout en utilisant la valeur de la déformation limite de 5% au maximum (calculée selon l'effet de raidissement par traction, voir plus d'informations dans la Base théorique).</p>\n<h4>b) Rupture du cône de béton</h4>\n<p>La rupture du cône de béton peut être vérifiée dans Connection. Cependant, dans Connection, l'application ne peut prendre en compte que le <strong>béton standard</strong>.</p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Par conséquent, en cas de rupture du cône de béton, il convient de passer à IDEA StatiCa Detail où il est possible d'effectuer une analyse de l'ensemble du bloc de béton armé. La résistance à la traction du béton est négligée de manière conservatrice, ce qui signifie que la capacité portante en cas de rupture du cône est déterminée par la quantité de ferraillage spécifiée de manière significative. Dans l'image ci-dessous, vous pouvez voir les <strong>directions des contraintes principales</strong> qui indiquent la forme du cône mentionné ci-dessus. Dans la partie droite, vous pouvez voir les valeurs des contraintes de béton qui sont comparées avec les valeurs limites.</p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4>c) Rupture par arrachement</h4>\n<p>Cette vérification n'est disponible dans Connection que pour certains cas (voir la première image dans cet article). Une évaluation supplémentaire est nécessaire pour les tiges mécaniques post-installées.</p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>Dans Detail, il est possible de mettre en place des <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">tiges par adhérence</a> et spécifier la résistance d'adhérence de conception selon leurs paramètres techniques. Les tiges seront ensuite vérifiées sur la base de ces paramètres. (Applicable uniquement pour le béton armé).</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Rupture par arrachement et rupture de béton des moyens d'assemblage adhérents</h4>\n<p>Cette rupture ne peut être détectée que dans Detail où les contraintes de béton et les zones d'ancrage sont évaluées à l'aide de 3D CSFM. Le mécanisme de la rupture combinée par arrachement et du béton dans Detail est basé sur les principes définis ci-dessus et son évaluation fait partie de la vérification de la résistance du béton et de l'ancrage. (Applicable uniquement pour le béton armé).</p>\n<h4>e) Rupture fragile de béton</h4>\n<p>Il n'est pas possible de l'évaluer dans Connection. Dans Detail, la rupture fragile est généralement un problème de béton standard où l'utilisation de ferraillage empêche sa production. En même temps, il est possible de voir les contraintes et déformations du ferraillage en compression ou traction et aussi du béton en compression dans l'application Détail.</p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Rupture par éclatement de béton</h4>\n<p>Pour le béton standard, une vérification empirique selon l'Eurocode dans Connection est possible.</p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>Pour les éléments avec ferraillage, il est possible d'utiliser Detail. La rupture par éclatement du béton est couverte par l'analyse de la résistance du béton lorsque les contraintes de traction sont transférées uniquement par le ferraillage (comme mentionné plusieurs fois ci-dessus).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>g) Rupture d'acier du ferraillage</strong></p>\n<p><strong>h) Rupture d'ancrage du ferraillage</strong></p>\n<h2>Charge de cisaillement</h2>\n<p>L'Eurocode divise le deuxième type de charge<strong> </strong>(<strong>effort de cisaillement</strong>) en 4 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d) et deux autres pour les semelles armées (e, f).</p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>L'image ci-dessous montre <strong>schématiquement</strong> quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.2) <strong>pour la conception d'ancrage </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a>. Tous les types de rupture causés par l'effort de cisaillement peuvent être évalués dans l'application Connection.</p>\n<figure data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5929bf71-34da-46ae-b406-852cc91bcfc6/28.png\" data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" alt=\"\"></figure>\n<p>Dans IDEA StatiCa Detail 3D, le cisaillement peut être transféré par frottement, tiges ou bêches. Il est important de préciser que seules les semelles sont évaluées. Les tiges et bêches doivent être vérifiées dans Connection ou ailleurs. Encore une fois, il faut souligner que seul le béton armé est autorisé.</p>\n<h4>a) Rupture d'acier sans bras de levier</h4>\n<p>La rupture d'acier sans bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>b) Rupture d'acier avec bras de levier</h4>\n<p>La rupture d'acier avec bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>c) Rupture par effet de levier du béton</h4>\n<p>La rupture par effet de levier du béton des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>La capacité de cisaillement de béton à travers le pied de poteau est ensuite évaluée dans l'application Detail.</p>\n<h4>d) Rupture du bord de béton</h4>\n<p>La rupture du bord de béton des tiges chargées en cisaillement n'est vérifiée dans Connection que pour le béton standard. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>La rupture du bord de béton peut être vérifiée dans Detail (béton armé uniquement).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>e) Rupture d'acier du ferraillage supplémentaire</strong></p>\n<p><strong>f) Rupture d'ancrage du ferraillage supplémentaire</strong></p>\n<h2>Conclusion</h2>\n<p>L'avantage le plus significatif peut être trouvé dans des exemples tels que l'ancrage près d'un bord et d'autres cas où le béton standard ne correspond pas à la charge requise. Il faut spécifier que les tiges et bêches doivent faire l'objet d'une évaluation supplémentaire dans Connection, mais ensemble, ces deux outils fournissent une solution complète.</p>\n<p>En raison de la méthode et de la manière dont l'application est conçue, l'<strong>application Detail ne convient qu'aux semelles armées.</strong></p>"
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                                                    "value": "<p>IDEA StatiCa est un outil permettant de résoudre des tâches complexes en 3D et est entièrement vérifié pour l'ancrage dans des blocs de béton. Cette solution vous permet d'effectuer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU). Nous disposons ainsi d'un outil permettant de saisir tous les types de <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">ruptures de béton</a> pour les fondements. Avec IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> pour la vérification des ancrages, nous proposons un ensemble complet pour tous ceux qui travaillent avec les assemblages acier-béton.</p>\n<p>L'amélioration du transfert de cisaillement, amélioration des résultats et intégration simplifiée entre <strong>IDEA StatiCa Connection</strong> et <strong>IDEA StatiCa Detail</strong>, ainsi que les vérifications, signifient que la solution est maintenant entièrement capable de traiter des exemples réels et pratiques de n'importe quel type d'ancrage.</p>\n<h3>Quelles sont les améliorations principales par rapport à la version BÊTA ?</h3>\n<ul>\n  <li><strong>Appareils de transfert de cisaillement :</strong> Entités fondamentales qui permettent la conception générale de tous les types d'ancrage <strong>(tiges, bêches et frottement)</strong>. Tous les types correspondent aux options dans IDEA StatiCa Connection, ce qui permet une importation aisée. Lisez la note de publication séparée consacrée aux <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Appareils de transfert de cisaillement</a>.</li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n  <li><strong>Sections des résultats&nbsp;</strong>: Dans le cadre des améliorations pour mieux comprendre les résultats, Detail offre la possibilité de voir le comportement réel de la structure. Lire la note de publication séparée : <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n  <li><strong>Exportation complète de Connection avec de nouvelles entités : </strong>L'importation est possible, y compris toutes les informations sur les matériaux, les types de tiges et leurs traitements finaux. Lire la note de publication séparée : <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection vers Detail</a></li>\n  <li><strong>Grille du plan de travail&nbsp;:</strong> Une nouvelle grille facilite l'identification des surfaces lors de la modélisation, ferraillage, création de sections, etc. Lire la note de publication séparée : <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Amélioration de la modélisation – Grilles et poids propre</a></li>\n  <li><strong>Poids propre :</strong> L'application inclut un autre type de charge, le poids propre. Il est automatiquement calculé en fonction des dimensions et matériau sélectionné.</li>\n  <li><strong>Maillage affiné autour des tiges :</strong> Le maillage autour des tiges a été localement affiné pour obtenir des résultats précis. Ce paramétrage ne peut pas être modifié. Le maillage est généré automatiquement.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Description complète des fonctionnalités de 3D Detail.</a></p>\n<p><em>Note : Actuellement pour l'Eurocode (EN) seulement.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b335540c_7ff4_017f_4617_c09c66db4e89\"></object>\n<h3>Limites connues de 3D Detail</h3>\n<p>Comme Detail n'est qu'un outil qui ne peut pas remplacer le jugement des ingénieurs, il est nécessaire de bien comprendre ses fonctions, ses avantages et ses limites. Lisez les limites qui doivent être prises en compte :</p>\n<ul>\n  <li>La solution ne convient qu'au<strong> béton armé.</strong></li>\n  <li>L'application fournit des<strong> vérifications ELU</strong> conformément à la norme EN.</li>\n  <li><strong>Un seul bloc de béton</strong> est autorisé dans Detail.</li>\n  <li>Dans Detail, les tiges ne sont vérifiées que pour la résistance à la traction. Il est nécessaire d'<strong>utiliser Connection pour les vérifications de cisaillement et d'interaction</strong>.</li>\n  <li>Seuls les modèles <strong>ancrés par un pied de poteau</strong> et <strong>seulement</strong> <strong>contact direct </strong>peuvent être importés dans Detail (à partir de Connection).</li>\n  <li><strong>Les charges importées et saisies par l'utilisateur ne peuvent pas être combinées dans le même modèle.</strong></li>\n</ul>\n<p>Pour une liste complète des limites et des explications complémentaires, consultez l'article : <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail</a></p>\n<h3>Vérifications</h3>\n<p>Nous soulignons encore une fois que, bien que Detail 3D soit une solution générale pour modéliser n'importe quel détail, nous vérifions les exemples étape par étape. L'accent est actuellement mis sur la vérification des fonctionnalités liées à l'<a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">ancrage</a>. Vous trouverez ci-dessous une vue d'ensemble des cas d'utilisation possibles et projets de développement ultérieurs :</p>\n<table><tbody>\n  <tr><td><strong>Cas d'utilisation</strong></td><td><strong>Fonctionnalité prête</strong></td><td><strong>Vérification fournie</strong></td><td><strong>Vérification dans la version</strong></td></tr>\n  <tr><td>Fondements des poteaux en acier</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Ancrages généraux des éléments en acier<br>\n(poutres, contreventements, tiges de levage...)</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Utilisation générale de Detail 3D pour d'autres cas (têtes de pieux, têtes de piliers, etc.)</td><td>OUI</td><td>NON</td><td>en cours de développement</td></tr>\n  <tr><td>Type de modèle de voile</td><td>NON</td><td>NON</td><td>en cours de développement</td></tr>\n</tbody></table>\n<p>Nous mettons continuellement à jour et ajoutons de nouvelles <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&amp;label=detail_3d\">vérifications pour 3D Detail</a> où nous vérifions la fonctionnalité et les hypothèses. 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                                                                                "urlSlug": "complete-sls-combinations-in-detail",
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                                                                              {
                                                                                "codename": "rn_24_1__lateral_torsional_buckling_in_beam",
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                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__measure_tool_in_connection",
                                                                                "linkId": "f45ea370-25e6-41b7-8b46-dcd1321357c7",
                                                                                "urlSlug": "measuring-tool",
                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__ui_improvements_in_connection",
                                                                                "linkId": "fb77fca1-385b-46a4-b900-6abfb43459f3",
                                                                                "urlSlug": "project-item-and-material-management",
                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__new_property_grid_in_connection",
                                                                                "linkId": "1a8ba6b6-dd01-41ef-88cd-8639573edc39",
                                                                                "urlSlug": "multiselect-and-multiedit-in-the-connection-app",
                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__ram_memory_consumption_dramatically_decre",
                                                                                "linkId": "1d9b89d5-be91-46c0-9463-87c60c0a42c3",
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                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__regional_improvements_in_connection",
                                                                                "linkId": "c45b2f39-b0a5-483f-a187-0c9e3d67683e",
                                                                                "urlSlug": "regional-improvements-in-24-1",
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                                                                              {
                                                                                "codename": "rn_24_1__user_portal___user_usage_reporting",
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                                                                                "urlSlug": "automatic-anchoring-code-selection-with-hooked-anchors",
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                                                                              {
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                                                                                "linkId": "939df342-cb53-4862-aef6-f71038dcbd91",
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                                                                              {
                                                                                "codename": "rn_24_1__multi_management_tools_in_checkbot",
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                                                                                "urlSlug": "multi-management-tools-in-checkbot",
                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__parameters_made_useful_for_everyone",
                                                                                "linkId": "634feb76-63f1-49fd-b680-f4ff75195c99",
                                                                                "urlSlug": "parameters-are-useful-for-everyone",
                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__hilti_profis_plugin_in_checkbot",
                                                                                "linkId": "9a784358-0e6c-4525-8a9c-b675bd76931e",
                                                                                "urlSlug": "hilti-profis-plugin-in-checkbot",
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                                                                                "codename": "rn_24_0__checkbot_ready_for_big_projects",
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                                                                            "name": "Content",
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                                                                            "value": "<p>À part les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux de la version 24.1</a>, lisez la liste complète de la nouvelle fonctionnalité&nbsp;:</p>\n<h2>Conception en béton</h2>\n<p><strong>Detail 3D (exclusivement Eurocode)</strong></p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est hors de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> par des tiges, bêches et frottement</li>\n  <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Exportation complète de Connection avec des nouvelles entités</a></li>\n  <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a> – vérifications des sections, contrainte</li>\n  <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Grilles du plan de travail</a> pour la conception des nouvelles entités</li>\n  <li>Maillage fin autour des tiges et stabilité de l'application</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Nouveaux modèles</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Combinaisons ELS améliorées</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Rigidité des appuis ponctuels</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (exclusivement Eurocode)</li>\n</ul>\n<h2>Conception en acier</h2>\n<ul>\n  <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Outil de mesure dans Connection</a></li>\n  <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion des éléments du projet et matériaux</a></li>\n  <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Sélection et édition multiple dans Connection</a></li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Réponse rapide de l'application avec annulation rapide des calculs</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/project-item-and-material-management\">Calculs de voilement dans le menu backstage</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/regional-improvements-in-24-1\">Base théorique dans le rapport</a> en italien et portugais</li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/how-to-import-a-plate-from-dxf\">Importation facile des formes de platine de DXF</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/modeles-parametriques-dans-la-bibliotheque-des-attaches\">Modèles paramétriques de conception améliorés</a></li>\n  <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Améliorations régionales</a></li>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Maillage autour des trous pour les boulons et axes d'articulation</a></li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Gestion multiple et outils de groupement dans Checkbot</a></li>\n  <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Paramètres utiles pour tout le monde</a></li>\n  <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Plug-in HILTI PROFIS dans Checkbot</a></li>\n  <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">Importations de MEF vers Checkbot 60% plus rapides</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/exporting-an-ifc-file-from-idea-statica\">Exportation IFC depuis Checkbot</a></li>\n  <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Importation avancée des connecteurs depuis des outils DAO</a></li>\n  <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Liens BIM autorisés dans la version 24.1</a></li>\n</ul>\n<h2>Usage et Licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Paramétrage des projets</a></li>\n  <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Préférences partagées à travers la gamme complète des outils</a></li>\n  <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Authentification unique (SSO) pour usage public</a></li>\n  <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Comblement de l'écart entre Viewer et Connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/license-usage-analytics-in-the-user-portal\">Rapports d'usage de licence au Portail d'utilisateur</a></li>\n</ul>\n<h2>Notes de publication complètes</h2>\n<p>Ci-dessous, vous pouvez télécharger les <strong>Notes de publication </strong>pour IDEA StatiCa 24.1 en format PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f77b166e_fd7a_0112_b176_a3fb4885c324\"></object>"
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                                                                                      {
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                                                                                      {
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                                                                                      {
                                                                                        "codename": "weld_check_visualization",
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                                                                                      {
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                                                                                      {
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                                                                                        "urlSlug": "edge-indexing-in-member-and-connection-models",
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                                                                                      {
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                                                                                        "urlSlug": "implementation-of-long-term-losses-in-detail",
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                                                                                      {
                                                                                        "codename": "rn_23_0__improvements_for_aci_318_19_in_detail",
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                                                                                        "urlSlug": "improvements-for-aci-318-19-in-detail",
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                                                                                      {
                                                                                        "codename": "rn_23_0__imperial_rounding_improvements_in_detail",
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                                                                                        "urlSlug": "imperial-rounding-improvements-in-detail",
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                                                                                      {
                                                                                        "codename": "equivalent_time_for_deflection",
                                                                                        "linkId": "9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e",
                                                                                        "urlSlug": "equivalent-time-for-deflection-evaluation",
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                                                                                      {
                                                                                        "codename": "rn_23_0__enhanced_mesh_in_member__copy_",
                                                                                        "linkId": "fcf88cfa-ef51-4afa-a139-917a5f1f8cbb",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_23_0",
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                                                                                      {
                                                                                        "codename": "rn_22_1_timber_connections__show_angle_to_grains",
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                                                                                      {
                                                                                        "codename": "rn_22_1__significant_step_to_designing_and_code_ch",
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                                                                                        "urlSlug": "gmnia-solver-extended-to-shear-and-torsion-effects",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_22_1",
                                                                                        "linkId": "8136efc3-3a87-48df-9cb2-890edbe4cfb2",
                                                                                        "urlSlug": "notes-de-publication-idea-statica-22-1",
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                                                                                      {
                                                                                        "codename": "rn_22_0__loads_in_equilibrium_by_default",
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                                                                                      {
                                                                                        "codename": "rn_22_0__fatigue_improvements",
                                                                                        "linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
                                                                                        "urlSlug": "fatigue-analysis-how-the-results-are-displayed",
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                                                                                      {
                                                                                        "codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
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                                                                                        "urlSlug": "through-bolts-for-hollow-sections-warning",
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                                                                                      {
                                                                                        "codename": "rn22_0__update_of_eccentricity_definition_of_norma",
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                                                                                        "urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_22_0",
                                                                                        "linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
                                                                                        "urlSlug": "release-notes-idea-statica-22-0",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__bearing_type_options_for_bolts",
                                                                                        "linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
                                                                                        "urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
                                                                                        "linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
                                                                                        "urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__slip_resistance_check_update_according_to",
                                                                                        "linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
                                                                                        "urlSlug": "slip-resistance-check-update-according-to-sp-16",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_0__connection_browser_ii",
                                                                                        "linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
                                                                                        "urlSlug": "company-sets-selection-in-the-connection-browser",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_1",
                                                                                        "linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "section_model_view___drawings___sketches____copy_",
                                                                                        "linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
                                                                                        "urlSlug": "mise-a-jour-du-solutionneur-cbfem",
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                                                                                      {
                                                                                        "codename": "condensed_elements",
                                                                                        "linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
                                                                                        "urlSlug": "condensed-superelements-invisible-but-essential",
                                                                                        "type": "blog_post"
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                                                                                      {
                                                                                        "codename": "differences_in_results_between_version_21_and_olde",
                                                                                        "linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
                                                                                        "urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_0_d5c25f3",
                                                                                        "linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__improved_model_of_contacts",
                                                                                        "linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
                                                                                        "urlSlug": "an-improved-model-of-contacts",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__butt_welds_upgraded_model",
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                                                                                        "urlSlug": "butt-welds-upgraded-model",
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                                                                                      {
                                                                                        "codename": "rn_20_1__bolt_bearing_distances__en_",
                                                                                        "linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
                                                                                        "urlSlug": "bolt-bearing-distances-for-eurocode",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__connecting_plate_eccentricity",
                                                                                        "linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
                                                                                        "urlSlug": "connecting-plate-eccentricity",
                                                                                        "type": "support_center_article"
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_steel_20_1",
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                                                                                        "urlSlug": "release-notes-idea-statica-steel-20-1",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_concrete_20_1",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_steel_20",
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                                                                                      {
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                                                                                    "name": "Content",
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                                                                                    "value": "<h2>Compatibilité des versions</h2>\n<p>La version du logiciel IDEA StatiCa (par exemple 22.1.3.0789) est décrite par un numéro composé de la version majeure (22), la version mineure (.1), le numéro de correctif (.3) et le numéro de build (.0789).</p>\n<p>Chaque version majeure et mineure des applications IDEA StatiCa modifie les données du projet et les rend impossibles à utiliser dans les versions précédentes. Cela signifie que si vous créez ou enregistrez un projet dans la version 22.1, vous ne pouvez pas l'ouvrir dans la version 22.0.</p>\n<p>Cependant, les correctifs de la même version sont compatibles, donc si vous créez ou sauvegardez un projet dans le correctif 22.1.3, vous pouvez toujours l'ouvrir dans le correctif 22.1.0.</p>\n<p>Le <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a> génère toujours des fichiers de projet dans la dernière version de IDEA StatiCa et le dernier correctif publié.</p>\n<h2>Ouvrir un ancien projet dans une version plus récente</h2>\n<p>Les modèles conçus dans des versions antérieures de IDEA StatiCa peuvent présenter des différences lorsque vous passez à la version la plus récente. Lors de la mise à jour vers une version plus récente du programme, vous pouvez rencontrer certaines différences associées à l'ouverture de modèles créés dans des versions antérieures.</p>\n<p>Pour vous tenir au courant, veuillez lire les <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">notes de publication</a> pour chaque version majeure et mineure publiée, ainsi que les mises à jour des correctifs et les <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">listes des bogues résolus</a>.</p>\n<p>Vous trouverez ci-dessous une liste des principales modifications apportées à chaque nouvelle version du programme qui peuvent entraîner des changements des résultats :</p>\n<h3>Changements dans la version 25.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Analyse géométrique non linéaire</a> (GMNA)</li>\n  <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Zone d'épandage de soudure</a></li>\n</ul>\n<p>Lire les <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">points principaux</a> et la <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 25.0.</p>\n<h3>Changements dans la version 24.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de la norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Amélioration du maillage autour des trous de boulons et articulations</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est sorti de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> à travers les tiges, bêches et frottement</li>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (Eurocode uniquement)</li>\n</ul>\n<p>Lire les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux</a> et la <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.1.</p>\n<h3>Changements dans la version 24.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (correctif 23.1.1)</li>\n  <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Étendre l'élément à l'aide de l'opération de coupe</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (correctif 23.1.2)</li>\n</ul>\n<p>BIM et SERVICES CLOUD</p>\n<ul>\n  <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Centre de conception structurale gratuit pour tous les logiciels MEF et DAO autorisés</a> et arrêt des plugins Viewer gratuits</li>\n</ul>\n<p>Lisez les <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">points principaux</a> et la <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.0.</p>\n<h3>Changements dans la version 23.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Soudures - autoconception, saisie, avertissements, visualisation</a></li>\n  <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Saisie et visualisation de la position de l'effort de cisaillement</a> (depuis le correctif 23.0.5)</li>\n  <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Réduction de la limite d'élasticité pour les sections creuses en acier à grande résistance</a></li>\n  <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Avertissement pour les soudures et boulons reliant les mêmes platines</a> (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Reconnaissance des fourrures</a> (depuis le correctif 23.0.3)</li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction des boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Calcul détaillé des valeurs des matériaux de conception des assemblages affichées dans le tableau des résultats des platines</a></li>\n  <li>Classes des matériaux d'acier et boulons selon AISC360-22 (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Détection des singularités dans Member</a> (depuis le correctif 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Notes de publication de IDEA StatiCa 23.1.</a></p>\n<h3>Changements dans la version 23.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Vérifications de qualification des assemblages sismiques préqualifiés pour AISC</a></li>\n  <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Mise à jour des normes ANSI/AISC 360-22, CSA S16:19 et des sections Taïwan</a></li>\n  <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Tiges détachées</a> (depuis le correctif 22.1.5)</li>\n  <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Mises à jour de l'Eurocode pour les éléments à voile mince et tiges</a></li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction pour les boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Indexation des bords dans les modèles Member et Connection</a></li>\n  <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Sélection des extrêmes de charge</a> (depuis le correctif 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Fonctionnalité de vérification des contraintes limitée dans Detail</a></li>\n  <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implémentation des pertes à long terme dans Detail</a></li>\n  <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Améliorations pour ACI 318-19 dans Detail</a></li>\n  <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Améliorations de l'arrondissement impérial dans Detail</a></li>\n  <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Temps équivalent pour la flèche dans Beam</a> (depuis le correctif 22.1.3)</li>\n  <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Maillage triangulaire en béton dans Member</a></li>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Notes de publication de IDEA StatiCa 23.0</a>.</p>\n<h3>Changements dans la version 22.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle par rapport au grain des assemblages acier-bois</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Solutionneur GMNIA étendu aux effets de cisaillement et de torsion</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Notes de publication de IDEA StatiCa 22.1.</a></p>\n<h3>Changements dans la version 22.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Charges en équilibre par défaut</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Analyse de fatigue - comment les résultats sont affichés</a></li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Avertissement concernant les boulons traversants pour les sections creuses</a></li>\n  <li>Mise à jour de Connection Lite</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Mise à jour de la définition de l'excentricité d'effort normal pour les poteaux en béton selon l'Eurocode</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Notes de publication de IDEA StatiCa 22.0</a>.</p>\n<h3>Changements dans la version 21.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Options de type de pression diamétrale pour les boulons dans la version 21.1 et suivantes</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Vérifications spécifiques des soudures selon l'Eurocode (EN) et la norme indienne (IS)</a></li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Mise à jour de vérification de résistance au glissement selon SP 16</a></li>\n</ul>\n<p>Pour les utilisateurs de <strong>Gestionnaire des modèles</strong>, utilisez la version 21.1 pour <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transférer vos conceptions dans la nouvelle Connection Library</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Notes de publication de IDEA StatiCa 21.1</a>.</p>\n<h3>Changements dans la version 21.0</h3>\n<p>Le changement le plus important depuis la version 21.0 concerne le modèle analytique des éléments dans Connection, veuillez lire l'article <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Mise à jour du solutionneur CBFEM</a> et l'article de blogue <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Super-éléments condensés - invisibles mais essentiels</a>. L'impact des changements est également décrit dans l'article <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Améliorations du modèle d'analyse dans IDEA StatiCa version 21.0</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Notes de publication de IDEA StatiCa 21.0</a>.</p>\n<h3>Changements dans la version 20.1</h3>\n<p>Nous indiquons ici les articles décrivant les principales différences entre l'ancienne et la nouvelle version.</p>\n<ul>\n  <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Modèle amélioré des contacts</a></li>\n  <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Modèle amélioré pour les soudures bout à bout</a></li>\n  <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Distances d'appui des boulons pour l'Eurocode</a></li>\n  <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Excentricité de platine de raccordement</a></li>\n</ul>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.1</a> et <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.1.</a></p>\n<h3>Changements dans la version 20</h3>\n<p><strong>Refonte de l'opération de fabrication des cornières</strong></p>\n<p>Dans la version précédente, l'opération de fabrication des cornières faisait parfois intervertir les ailes des sections en L, principalement lors de la rotation de l'élément autour de l'axe longitudinal. Désormais, les sections en L sont positionnées correctement et l'orientation des ailes est maintenue lors de l'introduction de rotation de l'élément. Le nouveau mécanisme est basé sur un nouveau positionnement de l'élément (par ses coordonnées locales - plutôt que par ses rotations).</p>\n<p><strong>Systèmes de coordonnées locales des éléments dans les applications MEF/DAO</strong></p>\n<p>Toutes les entités dans les applications MEF/DAO sont créées de manière à ce que leur axe de définition ait un début et une fin. Ces deux points sont pris comme vecteur pour définir le système de coordonnées locales de l'élément. Ces informations sont stockées dans chaque projet d'application MEF/DAO et peuvent être utilisées lors de l'importation. Nous en avons profité pour améliorer l'exactitude de l'importation de la géométrie par notre lien BIM. De l'autre côté, cela change les conditions et l'utilisateur doit faire attention à la façon dont le modèle est créé dans MEF/DAO parce que cela a un impact sur le modèle CBFEM dans Connection. Nous recommandons de faire attention lors de l'importation des projets MEF/DAO dans la version 20, le système de coordonnées locales des éléments peut changer avec le modèle et la différence par rapport au modèle importé dans les versions précédentes est éminente.</p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"\"></figure>\n<p><strong>Compatibilité des projets d'application Member</strong></p>\n<p>L'application IDEA StatiCa Member passe par un développement agile, en particulier l'architecture de stockage des données et l'interface utilisateur guidée. Sur cette base, il est évident que les projets créés dans les anciennes versions peuvent ne pas être ouverts correctement dans la version 20 ou que l'application peut ne pas les ouvrir. Veuillez en tenir compte et excuser IDEA StatiCa pour la gêne occasionnée.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.0</a> et <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changements dans la version 10.1 et antérieures</h3>\n<p>L'une des raisons de la nouvelle interface graphique est que beaucoup d'ingénieurs disaient : «&nbsp;IDEA StatiCa Connection doit être plus à l'abri des erreurs&nbsp;». Ces «&nbsp;erreurs&nbsp;» sont généralement liées à :</p>\n<ul>\n  <li>La définition correcte&nbsp;de la <strong>longueur</strong> <strong>des éléments</strong> – dans le cas d'éléments extrêmement courts ou longs, cela peut avoir une influence considérable sur les résultats. Depuis la version 9, IDEA StatiCa Connection définit automatiquement une longueur appropriée pour tous les éléments.</li>\n  <li><strong>Soudures </strong>– la redistribution plastique des contraintes est de loin la méthode de conception la plus précise pour les soudures et a été introduite dans la version 7.1. Au cours de la version 8 – et pendant une période de transition – elle était la méthode par défaut et coexistait avec les autres méthodes d'évaluation. Depuis la version 9, cette méthode est la seule option disponible et les autres méthodes d'évaluation ont été supprimées afin d'éviter toute confusion parmi les utilisateurs, comme nous l'avons constaté par l'intermédiaire de notre service d'assistance. Cela permet de s'assurer que toutes les soudures du projet sont conçues en toute sécurité et qu'elles sont conformes à la norme.</li>\n</ul>\n<p>Nous avons mis en place plusieurs <strong>mécanismes de vérification</strong> pour IDEA StatiCa Connection depuis la version 9.0 – vérification automatique lorsque l'assemblage est modélisé d'une manière recommandée (vérification des singularités, longueurs des éléments, décalages...). Si l'assemblage n'est pas modélisé correctement, le calcul est interrompu ou un message d'erreur est affiché. Veuillez noter qu'en raison de toutes ces améliorations, l'ouverture de projets provenant de versions antérieures peut engendrer une géométrie de modèle différente qui peut nécessiter des modifications supplémentaires.</p>\n<p>Nous avons également amélioré le <strong>maillage </strong>des sections creuses – IDEA StatiCa Connection depuis la version 9.0 génère un maillage plus fin sur les éléments avec sections creuses, ce qui peut conduire à des résultats légèrement différents par rapport aux versions antérieures.</p>\n<p>Nous affichons l'avertissement de compatibilité à chaque ouverture d'un projet provenant des anciennes versions :</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"\"></figure>"
                                                                                  },
                                                                                  "regions": {
                                                                                    "name": "Region",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "EMEA",
                                                                                        "codename": "emea"
                                                                                      },
                                                                                      {
                                                                                        "name": "APAC",
                                                                                        "codename": "apac"
                                                                                      },
                                                                                      {
                                                                                        "name": "AMER",
                                                                                        "codename": "amer"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "region"
                                                                                  },
                                                                                  "product_groups": {
                                                                                    "name": "Product group",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Steel",
                                                                                        "codename": "steel"
                                                                                      },
                                                                                      {
                                                                                        "name": "Concrete",
                                                                                        "codename": "concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Connection design",
                                                                                        "codename": "connection_design"
                                                                                      },
                                                                                      {
                                                                                        "name": "Member design",
                                                                                        "codename": "member_design"
                                                                                      },
                                                                                      {
                                                                                        "name": "Reinforced concrete",
                                                                                        "codename": "reinforced_concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Prestressed concrete",
                                                                                        "codename": "prestressed_concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Licensing",
                                                                                        "codename": "licensing"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "product_group"
                                                                                  },
                                                                                  "support_center_article_types": {
                                                                                    "name": "Support center article",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Knowledge base",
                                                                                        "codename": "knowledgebase_article"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "support_center_article"
                                                                                  },
                                                                                  "expertise_levels": {
                                                                                    "name": "Expertise level",
                                                                                    "type": "taxonomy",
                                                                                    "value": [],
                                                                                    "taxonomyGroup": "expertise_level"
                                                                                  },
                                                                                  "labels": {
                                                                                    "name": "Labels",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Connection",
                                                                                        "codename": "connection"
                                                                                      },
                                                                                      {
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Correction des problèmes avec le lien BIM avec Tekla.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0451b73e_79da_0199_f885_577290bece4f\"></object>\n<h2>Version 21.1.9</h2>\n<p>Publiée 17 octobre, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n85a2ede4_08fc_016d_8fe5_8c458e110e7f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8a92659d_4cbc_0198_ac76_66b43239073d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2b0182c5_9856_01bf_04f6_3d930d53b58e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n691de9f1_106b_0169_3c8d_58340d69b810\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4523f7bb_9495_017c_5aca_f4b413531891\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7b792bb4_f4af_013c_65e0_e2607eb15c91\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4721e836_54a9_0104_a6e1_dd36fccb568b\"></object>\n<h2>Version 22.1.6</h2>\n<p>Publiée 27 avril, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n668bf0d2_2775_0108_8948_697a8468edd1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n393aa525_19a2_0108_4d7b_645992987d52\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" 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data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d0704db9_14ba_01ba_689b_38a0388645aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n166f4ac8_8eac_01e6_bf8b_2f1e2b067627\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8600e943_db4a_018b_2be9_d800d34189a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bf725b77_bb94_0156_e917_18c1c00da809\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d7018308_7d81_0199_f616_0223ad3d9d12\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1b12be00_deda_01c6_a9de_743c9a44f0e7\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n76a84e3c_4f6c_019c_0cd0_a343c0fdd96f\"></object>\n<h2>Version 21.1.8</h2>\n<p>Publiée 27 avril, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17d20cb1_a2ef_0121_e13d_cdd383715bd1\"></object>\n<h2>Version 21.1.7</h2>\n<p>Publiée&nbsp;5 janvier, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8427ee28_6709_014a_59dc_20f917e59770\"></object>\n<h2>Version 21.1.6</h2>\n<p>Publiée le 6 mai, 2022</p>\n<p>Nous avons amélioré la manière de réserver et libérer les sièges de licence dans le pool de licences de votre entreprise. Les nouveaux dialogues rendent l'identification des sièges occupés/disponibles plus facile. Vous pouvez aussi facilement définir quand votre siège devrait retourner au pool. En lire plus de comment <a data-item-id=\"92fb3b9d-2841-414f-9631-7f2e4f9ea57a\" href=\"\">Réserver/libérer les sièges du pool de licences</a>.</p>\n<p>Conséquences des changements du système des licences</p>\n<ul>\n  <li>Seule la version 21.1.6 peut être démarrée au même temps que la version 22 sur le même ordinateur.</li>\n  <li>Si vous voulez démarrer une version antérieure (20, 20.1, 21.0, 21.1), il faut tout d'abord fermer la session dans IDEA StatiCa 21.1.6 ou ultérieure.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f3ae67b2_6af3_01b6_75bd_3e3084a5b94a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b61c0246_2a6f_0106_b3e6_09fcea5ece81\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d30927e_5eaf_0153_43e6_d7453034ebf6\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n12f07c7c_2720_01dd_3b3c_14a27129c4b8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n23bb2066_c1b3_0106_7d47_8115467f9998\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0e9c6f34_b6ca_0187_e98a_e2d086bec5a2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_0\"></object>"
                                                                                          },
                                                                                          "regions": {
                                                                                            "name": "Region",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "AMER",
                                                                                                "codename": "amer"
                                                                                              },
                                                                                              {
                                                                                                "name": "EMEA",
                                                                                                "codename": "emea"
                                                                                              },
                                                                                              {
                                                                                                "name": "APAC",
                                                                                                "codename": "apac"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "region"
                                                                                          },
                                                                                          "product_groups": {
                                                                                            "name": "Product group",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Steel",
                                                                                                "codename": "steel"
                                                                                              },
                                                                                              {
                                                                                                "name": "Concrete",
                                                                                                "codename": "concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Licensing",
                                                                                                "codename": "licensing"
                                                                                              },
                                                                                              {
                                                                                                "name": "Connection design",
                                                                                                "codename": "connection_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member design",
                                                                                                "codename": "member_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Reinforced concrete",
                                                                                                "codename": "reinforced_concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Prestressed concrete",
                                                                                                "codename": "prestressed_concrete"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "product_group"
                                                                                          },
                                                                                          "support_center_article_types": {
                                                                                            "name": "Support center article",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Knowledge base",
                                                                                                "codename": "knowledgebase_article"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "support_center_article"
                                                                                          },
                                                                                          "expertise_levels": {
                                                                                            "name": "Expertise level",
                                                                                            "type": "taxonomy",
                                                                                            "value": [],
                                                                                            "taxonomyGroup": "expertise_level"
                                                                                          },
                                                                                          "labels": {
                                                                                            "name": "Labels",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Connection",
                                                                                                "codename": "connection"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 2D",
                                                                                                "codename": "detail"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member",
                                                                                                "codename": "member"
                                                                                              },
                                                                                              {
                                                                                                "name": "Checkbot",
                                                                                                "codename": "checkbot"
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                                                                                              {
                                                                                                "name": "Viewer",
                                                                                                "codename": "viewer"
                                                                                              },
                                                                                              {
                                                                                                "name": "RCS",
                                                                                                "codename": "rcs"
                                                                                              },
                                                                                              {
                                                                                                "name": "IDEA Open Model (API)",
                                                                                                "codename": "idea_open_model__api_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AISC (USA)",
                                                                                                "codename": "aisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "EN (Eurocode)",
                                                                                                "codename": "eurocode"
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                                                                                              {
                                                                                                "name": "BIM link",
                                                                                                "codename": "bim_links"
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                                                                                              {
                                                                                                "name": "Beam",
                                                                                                "codename": "beam"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.0",
                                                                                                "codename": "n23_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.1",
                                                                                                "codename": "n23_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.0",
                                                                                                "codename": "n24_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 3D",
                                                                                                "codename": "detail_3d"
                                                                                              },
                                                                                              {
                                                                                                "name": "ACI (USA)",
                                                                                                "codename": "aci__usa_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AS (Australia)",
                                                                                                "codename": "au"
                                                                                              },
                                                                                              {
                                                                                                "name": "CSA (Canada)",
                                                                                                "codename": "cisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "IS (India)",
                                                                                                "codename": "is__india_"
                                                                                              },
                                                                                              {
                                                                                                "name": "GB (China)",
                                                                                                "codename": "gb__china_"
                                                                                              },
                                                                                              {
                                                                                                "name": "HKG (Hong Kong)",
                                                                                                "codename": "hkg__hong_kong_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SIA (Switzerland)",
                                                                                                "codename": "sia__switzerland_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SP 16 (Russia)",
                                                                                                "codename": "sp_16__russia_"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.1",
                                                                                                "codename": "v24_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v25.0",
                                                                                                "codename": "v25_0"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "labels"
                                                                                          },
                                                                                          "linked_items": {
                                                                                            "name": "Linked items",
                                                                                            "type": "modular_content",
                                                                                            "value": [
                                                                                              "landing_page___downloads",
                                                                                              "plugins"
                                                                                            ],
                                                                                            "linkedItems": [
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                                                                                                "elements": {
                                                                                                  "title": {
                                                                                                    "name": "Main headline (H1)",
                                                                                                    "type": "text",
                                                                                                    "value": "À télécharger"
                                                                                                  },
                                                                                                  "subtitle": {
                                                                                                    "name": "Subtitle",
                                                                                                    "type": "text",
                                                                                                    "value": "Configurations d'installations, plug-ins des tierces parties, licences"
                                                                                                  },
                                                                                                  "breadcrumbs_page_title": {
                                                                                                    "name": "Breadcrumbs page title",
                                                                                                    "type": "text",
                                                                                                    "value": ""
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                                                                                                  "breadcrumbs_parent": {
                                                                                                    "name": "Breadcrumbs parent",
                                                                                                    "type": "modular_content",
                                                                                                    "value": [],
                                                                                                    "linkedItems": []
                                                                                                  },
                                                                                                  "content": {
                                                                                                    "images": [],
                                                                                                    "linkedItemCodenames": [
                                                                                                      "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                      "f064ba16_9b5f_0122_df0f_5857eedd6aae",
                                                                                                      "untitled_content_item_ce63361",
                                                                                                      "test___collapsible_widget",
                                                                                                      "untitled_content_item_625f73c",
                                                                                                      "untitled_content_item_f3cd022"
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                                                                                                    "linkedItems": [
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Version actuelle"
                                                                                                          },
                                                                                                          "styles": {
                                                                                                            "name": "Block style",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": [
                                                                                                              {
                                                                                                                "name": "default (single download block)",
                                                                                                                "codename": "single"
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                                                                                                          },
                                                                                                          "content_top": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Description before",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "download_blocks": {
                                                                                                            "name": "Download blocks",
                                                                                                            "type": "modular_content",
                                                                                                            "value": [
                                                                                                              "untitled_content_item_8de7457"
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                                                                                                          "content_bottom": {
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                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [
                                                                                                              {
                                                                                                                "codename": "n25_1_highlights",
                                                                                                                "linkId": "e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9",
                                                                                                                "urlSlug": "points-saillants-de-la-version-25-1-d-idea-statica",
                                                                                                                "type": "landing_page"
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                                                                                                              {
                                                                                                                "codename": "system_requirements_for_idea_statica",
                                                                                                                "linkId": "1a877e3a-ce1d-4127-8857-da4bcd33ee9c",
                                                                                                                "urlSlug": "system-requirements-for-idea-statica",
                                                                                                                "type": "support_center_article"
                                                                                                              }
                                                                                                            ],
                                                                                                            "name": "Description after",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p>Pour les utilisateurs de liens BIM pour l'application Beam, la version recommandée est <a href=\"https://download.ideastatica.com/previous/ideastatica_24.1.2.1520.msi\" title=\"24.1.2.1520\">24.1.2.1520</a>.</p>\n<p>Lisez les <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">notes de version</a> pour voir toutes les nouvelles fonctionnalités et améliorations.</p>\n<p>Veuillez noter les <a data-item-id=\"1a877e3a-ce1d-4127-8857-da4bcd33ee9c\" href=\"\">Exigences du système pour l'installation d'IDEA StatiCa</a>.&nbsp;</p>"
                                                                                                          },
                                                                                                          "visibleinregion": {
                                                                                                            "name": "VisibleInRegion",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
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                                                                                                            "type": "taxonomy",
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                                                                                                            "taxonomyGroup": "region"
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                                                                                                          "translation__translation_connector": {
                                                                                                            "name": "Translation Connector",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "languages"
                                                                                                          },
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                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "translation__last_translation": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Last translation",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "translation__ai_translated": {
                                                                                                            "name": "AI translated",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          }
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                                                                                                          "codename": "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                          "collection": "default",
                                                                                                          "id": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "language": "fr-FR",
                                                                                                          "lastModified": "2025-12-05T15:35:12.7398361Z",
                                                                                                          "name": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "sitemapLocations": [],
                                                                                                          "type": "widget_downloads_list",
                                                                                                          "workflowStep": null,
                                                                                                          "workflow": null
                                                                                                        }
                                                                                                      },
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Versions précédentes"
                                                                                                          },
                                                                                                          "styles": {
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                                                                                                          },
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                                                                                                            "type": "taxonomy",
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                                                                                                            "taxonomyGroup": "region"
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                                                                                                            "name": "Translation Connector",
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                                                                                                            "taxonomyGroup": "languages"
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                                                                                                            "value": "<p><br></p>"
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                                                                                                          "name": "f064ba16-9b5f-0122-df0f-5857eedd6aae",
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                                                                                      "[Circular Reference]"
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                                                            "value": "<h2>Points principaux de la version 24.1</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8ab1ba7b_43b7_0196_2c06_f17ee13c51f7\"></object>\n<h2>Conception en béton</h2>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail est vérifié</strong></a> et prêt pour la conception des <strong>ancrages en 3D </strong>considérant le <strong>ferraillage réel</strong>, ce qui résout le problème des tiges près de bords de béton.</li>\n  <li>La nouvelle analyse de <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>déversement</strong></a> dans l'application <strong>Beam</strong> et des <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>combinaisons ELS</strong></a> dans Detail <strong>pour la conception des éléments préfabriqués</strong>.</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Modèles pour 2D Detail</strong></a>&nbsp;prêts à utiliser vous aident à démarrer avec le processus de modélisation en quelques secondes.</li>\n</ul>\n<h2>Conception d'assemblages en acier</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Modèles paramétriques</strong></a><strong> </strong>pour des assemblages en acier typiques ou répétitifs. La série IDEA comprend 50 modèles et vous pouvez en créer d'autres vous-même.</li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\"><strong>Accélération de l'application Connection</strong></a> avec le démarrage plus court, réponses plus rapides dans le menu Backstage et <strong>optimisation </strong>de la présentation des résultats et <strong>de l'usage de mémoire </strong>pour les grands projets.</li>\n  <li><strong>Améliorations de l'interface utilisateur - </strong><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion d'élément du projet et matériau</a><strong>, </strong><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">outil de mesure</a>, <a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">sélection/édition multiple</a> et <a data-item-id=\"d0b73776-87a3-52b5-8aca-6fae3f08b94e\" href=\"\">importation des platines de DXF</a>.</li>\n  <li><strong>Améliorations d'Eurocode </strong>comprennent la <a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">sélection de norme automatique entre 1993-1-8 et 1992-4</a>. <strong>Canada et Australie</strong> peuvent profiter de l'offre des <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#PJP-welds-for-CSA-and-AS\">soudures à pénétration partielle</a>, <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Update-of-cross-section-and-material-databases\">base de données des formes actualisée de AISC v16.0</a> et <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#material-defaults-aisc-as\">paramétrage des matériaux par défaut</a>.</li>\n  <li>Les<strong> </strong><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\"><strong>capacités de Viewer</strong></a><strong> </strong>ont été renforcées pour la coopération en équipe par le partage des modèles avec les <strong>liens URL </strong>et <strong>gestion des liens. </strong>On a ajouté<strong> </strong>des <a href=\"https://www.ideastatica.com/support-center/the-ui-of-the-idea-statica-viewer-tool#The-right-Property-panel\">informations de modèle supplémentaires</a> - types et tailles de soudures, type de modèle, axes d'articulation, coordonnées spatiales des assemblages.</li>\n  <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Bibliothèque des assemblages</strong></a><strong> </strong>propose des conceptions précisément pour des modèles spécifiques dans le Viewer.</li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li>Le <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\"><strong>plug-in Hilti PROFIS</strong></a> permet aux 200k+ utilisateurs actuels de Hilti d'exporter des charges, matériaux et sections depuis leur application MEF vers Hilti PROFIS Engineering via Checkbot.</li>\n  <li>Conceptions des assemblages sont applicables aux <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\"><strong>groupes de nœuds dans Checkbot</strong></a>&nbsp;créés automatiquement selon la géométrie et section transversale ou définis par l'utilisateur.&nbsp;</li>\n  <li>La <a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>vitesse de l'application a augmenté</strong></a><strong> </strong>par 60% et elle ouvre des projets avec jusqu'à 1000&nbsp;nœuds en quelques secondes.</li>\n  <li>Capacités d'exportation agrandies par l'<a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\"><strong>exportation IFC</strong></a><strong> </strong>pour des fichiers simples ou à plusieurs assemblages.</li>\n  <li>Vérifiez la compatibilité de votre logiciel dans la liste des <a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\"><strong>versions autorisées dans 24.1</strong></a><strong>.</strong></li>\n</ul>\n<h2>Usage et licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\"><strong>Nouveau paramétrage de projet</strong></a> avec exportation et partage et la possibilité d'adapter aux annexes nationales.</li>\n  <li>Type de licence <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Authentification unique (SSO)</strong></a> est disponible pour tous les clients Enterprise.</li>\n  <li>Les administrateurs de licence peuvent regarder les<strong> </strong><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\"><strong>rapports mensuels d'usage</strong></a><strong> </strong>des applications IDEA StatiCa.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e43d5746_5275_01bb_848f_37021cb2508a\"></object>"
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                                                            "value": "<p>L'ancrage dans un bloc de béton simple peut être modélisé et vérifié dans IDEA StatiCa Connection. Parfois, il peut être utile ou nécessaire d'ajouter du ferraillage au bloc de béton. Bien que cette capacité ne soit pas disponible dans l'application Connection, nous avons 3D Detail. 3D Detail se concentre sur la résolution des ancrages dans les blocs de béton et sur l'analyse des éléments d'ancrage et du bloc de béton lui-même. De plus, un lien direct est mis en place entre les applications Connection et Detail pour simplifier le processus.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Les utilisateurs de Connection qui conçoivent des <strong>ancrages selon l'Eurocode</strong> peuvent <strong>importer leur modèle de Connection vers l'application avancée 3D Detail en cliquant sur un seul bouton</strong>.</p>\n<h3>Comment ça fonctionne ?</h3>\n<ul>\n  <li>L'importation n'est autorisée que pour les ancrages. S'il n'y a pas de bloc de béton dans le modèle Connection, l'exportation vers Detail est désactivée («&nbsp;Vérification de béton armé&nbsp;»).</li>\n  <li>Il faut calculer le modèle dans Connection. Si les résultats ne sont pas disponibles, l'icône d'exportation («&nbsp;Vérification de béton armé&nbsp;») est désactivée.</li>\n  <li>Un seul bloc de béton est autorisé pour l'importation/exportation.</li>\n</ul>\n<p>Pour une liste complète des limitations et des explications complémentaires, voir l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail.</a></p>\n<h3>L'attache est importée, y compris</h3>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection :</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">par adhérence</a> / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h3>Comment exporter l'ancrage de Connection vers Detail</h3>\n<p>Tout d'abord, créez un modèle d'ancrage dans Connection selon l'Eurocode et cliquez sur le bouton Calculer.</p>\n<p>Lorsque les résultats existent, l'exportation des semelles est activée. En cliquant sur le bouton «&nbsp;<strong>Vérification de béton armé</strong>&nbsp;» au ruban, une boîte de dialogue demandant l'emplacement et le nom du fichier Detail nouvellement créé apparaît.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>Après une exportation réussie, le projet dans Detail est créé. La géométrie du bloc de béton et du pied de poteau, la position et les attributs des tiges et la charge sont automatiquement transférées vers Detail. L'appui superficiel situé sur la surface inférieure du bloc de béton est automatiquement créé.</p>\n<p>La partie la plus délicate de ce processus est l'importation de la charge. Pour chaque effet de charge calculé dans Connection, le cas de charge et la combinaison ELU correspondants&nbsp;sont automatiquement créés dans Detail.</p>\n<ul>\n  <li>Le pied de poteau est chargé par des <strong>efforts dans les soudures</strong> qui sont modélisés comme un <strong>groupe d'efforts. </strong>Pour le chargement du pied de poteau lui-même, le chargement importé est représenté par un groupe d'efforts selon les contraintes dans les soudures entre le pied de poteau et les éléments en acier dans le modèle Connection.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n  <li>Les tiges sont modélisées et chargées indépendamment du pied de poteau et elles sont chargées axialement par des charges ponctuelles. Le chargement des tiges est représenté dans la scène par deux flèches dans les directions opposées. Une flèche représente l'effort de traction agissant uniquement sur la partie supérieure de la tige. L'autre représente l'effort de compression agissant sur le pied de poteau.</li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>La case à cocher «&nbsp;Transfert des efforts axiaux&nbsp;» est décochée par défaut parce que les tiges sont chargées par les efforts directement.</p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n  <li>Le cisaillement est transféré selon le paramétrage dans Connection par l'une des options suivantes – tiges, bêches ou frottement. Si l'effort de cisaillement est transféré par des tiges, vous pouvez désactiver des tiges spécifiques en décochant la case «&nbsp;Transfert de cisaillement&nbsp;». Si le frottement ou les bêches sont sélectionnées, le cisaillement dans les tiges n'est jamais pris en compte dans le modèle.</li>\n</ul>\n<p>Il ne reste qu'à ajouter le ferraillage et calculer le modèle.</p>\n<p>Vous trouverez plus d'informations générales sur Detail comme solution pour votre ancrage dans l'article <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail hors de Bêta</a>.</p>\n<p><em>Note : Les vérifications de norme dans 3D Detail ne sont disponibles actuellement que pour l'Eurocode (EN).</em></p>\n<p>Publié dans IDEA StatiCa version 24.1.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                    "value": "<p>En pratique, l'<strong>analogie des fermes (S&amp;T)</strong> et des méthodes des <strong>champs de contrainte</strong> sont couramment utilisées pour concevoir les régions de discontinuité dans les structures en béton armé et précontraint. La <strong>méthode des champs de contrainte compatibles (CSFM)</strong> a été développée en étendant ces théories classiques, ce qui permet un haut degré d'automatisation et est cohérent avec la norme de conception. Malgré sa simplicité, la méthode fournit une description très réaliste de la réaction d'une structure en béton à la fois dans l'état limite ultime (ELU) et état limite de service (ELS). La CSFM est mise en œuvre dans <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">IDEA StatiCa Detail</a>.</p>\n<figure data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fd8d041-20d1-40a8-9a71-eb9cdce27155/7.png\" data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" alt=\"\"></figure>\n<p><em>Image 1 a) Voile avec ouvertures b) Voile de cisaillement c) Poutre avec extrémités réduites et ouvertures d) Pile de pont e) Diaphragme de pont</em></p>\n<p>Les procédures standard de conception des sections transversales des structures en béton peuvent être utilisées dans les zones où l'hypothèse de Navier-Bernoulli de distribution des déformations au plan s'applique (région B). Les endroits où cette hypothèse ne s'applique pas sont appelés <strong>régions de discontinuité (régions D)</strong>. Il s'agit des parties des structures où apparaissent des charges concentrées ou où il y a un changement soudain de la section transversale tel qu'extrémités réduites (Image 1c), poutres voiles, voiles avec des ouvertures (Image 1a, 1b), consoles ou têtes de pieux. Dans le domaine de l'ingénierie des ponts, il s'agit par exemple des têtes de piliers (Image 1d), diaphragmes (Image 1e), déviateurs, etc.</p>\n<h2>1. Analogie des fermes</h2>\n<p>L'hypothèse de base lors de la définition d'un modèle d'analogie des fermes est que la résistance à la traction du béton est négligée. Une simple analogie des fermes consiste en des éléments agissant en compression et en traction, représentant le comportement ELU. En général, il ne s'agit pas d'un problème complexe et la définition d'une analogie des fermes de base (Image 2a) ne devrait pas poser de problème à un ingénieur expérimenté. Cependant, même pour cette tâche élémentaire, l'évaluation correcte du modèle conformément à la norme de conception peut être un processus fastidieux, manuel et itératif.</p>\n<figure data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aecb55f-dac0-47db-a25c-48082e5e70c4/Untitled%20design.png\" data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" alt=\"\"></figure>\n<p><em>Image 2 a) Analogie des fermes, option 1 b) Analogie des fermes, option 2 c) Analogie des fermes, option 3</em></p>\n<p>Il faut évaluer les tiges, zones nodales et déformations transversales&nbsp;en traction dans les entretoises. Si le modèle ne satisfait pas la vérification, il faut ajuster la géométrie de l'analogie ou en créer une autre (Image 2b, 2c). Cela conduit souvent les ingénieurs en structure à ne choisir la géométrie de l'analogie des fermes qu'une seule fois&nbsp;et à n'évaluer que le ferraillage, ce qui peut causer une erreur substantielle. Cela peut conduire à une erreur substantielle. Le choix du modèle est toujours une question d'expérience. Pour des détails structurels plus complexes, le choix d'une analogie des fermes qui correspondra suffisamment au comportement réel de la structure peut ne pas être aussi facile que dans le cas ci-dessus. Par ailleurs, l'analogie des fermes ne permet de concevoir que des états limites ultimes. Elle ne permet pas la conception des <strong>états limites de service (déformation, fissuration)</strong> qui sont des critères critiques, en particulier dans les structures d'importance significative, car ils ont un impact direct sur la durée de vie de la structure.</p>\n<h2>2. Méthode des champs de contrainte compatibles – CSFM</h2>\n<p>La CSFM est une <strong>méthode non linéaire</strong> moderne pour l'analyse des régions D et des éléments dont le comportement peut être simplifié à une contrainte au plan, c'est-à-dire un modèle 2D. Cependant, elle repose toujours sur une hypothèse fondamentale et sûre des normes : <strong>le béton n'agit pas en traction</strong> et toute traction doit être transférée par le ferraillage. La méthode des champs de contrainte compatibles (CSFM) est une évolution des méthodes d'analogie des fermes et des champs de contrainte, supprimant leurs principaux inconvénients mentionnés ci-dessus : incertitudes dans la sélection du modèle, difficulté d'automatisation et incapacité à évaluer les états limites de service.</p>\n<figure data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e760312-8401-44c8-aae1-020b514876fb/2.png\" data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" alt=\"\"></figure>\n<p><em>Image 3 a) Déformation simple b) Contrainte principale c) CSFM</em></p>\n<p>Le principe de la CSFM peut être expliqué sur la <strong>contrainte simple </strong>de l'élément de base au plan d'une structure en béton armé. La figure 3a montre l'élément 2D de base en contrainte simple tel que nous le connaissons de tous les manuels sur l'élasticité et la résistance. Il s'agit de la contrainte en un point de la structure, obtenue par exemple par une analyse d'élasticité linéaire à l'aide de la méthode des éléments finis (MEF). L'élément est soumis à une contrainte normale horizontale σ<sub>x</sub>, une contrainte normale verticale σ<sub>z</sub> et une contrainte de cisaillement τ<sub>xz</sub>. À partir de ces contraintes, on peut déterminer les<strong> contraintes</strong> <strong>principales</strong> et leur direction définie par l'angle θ (Image 3b). L'élément est alors soumis à la contrainte de traction principale σ<sub>1</sub> et à la contrainte de compression principale σ<sub>2</sub>.</p>\n<p>Comment sera la déformation du même élément analysé par CSFM ? La déformation est illustrée à l'image 3c. Le béton en compression apparaît dans la direction de la contrainte de compression principale σ<sub>2</sub>. Un champ de contrainte avec une contrainte σ<sub>c2</sub> est généré. Comme mentionné ci-dessus, l'hypothèse de base est que le béton n'agit pas en traction. Par conséquent, la contrainte de traction principale transversale σ<sub>1</sub> ne sera pas transférée par le béton et une fissure apparaîtra perpendiculairement à cette direction. La contrainte σ<sub>c1r</sub> doit donc être zéro. Pour éviter la rupture de notre élément 2D, toutes les contraintes de traction doivent être transférées par le ferraillage (en bleu sur l'image 3c), qui doit faire partie du modèle de calcul.</p>\n<p>Si cette analyse de contrainte est effectuée à l'aide de CSFM de<strong> manière continue sur l'ensemble de la région 2D</strong> à résoudre, le résultat est un champ de compression continu dans le béton ainsi que les contraintes de traction et de compression dans le ferraillage. L'image 4 est une représentation graphique simplifiée du champ de contrainte CSFM. Outre les taux d'utilisation de béton et ferraillage, l'image indique également les directions variables des contraintes calculées σ<sub>c2</sub> le long des régions.</p>\n<figure data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc56c80f-67f3-481d-a2c8-26dacc258bb2/csfm%20explained%20%281%29.png\" data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" alt=\"\"></figure>\n<p><em>Image 4 Résultats globaux de IDEA StatiCa Detail</em></p>\n<p>L'analyse d'un détail ou d'une structure à l'aide de <strong>CSFM est basée sur la méthode des éléments finis</strong>. Le béton est modélisé avec des éléments de voile 2D et le ferraillage avec des éléments 1D (Image 7). L'analyse n'est pas effectuée en une seule étape puisqu'il s'agit d'un problème non linéaire. Les charges sont appliquées par incréments au cours du calcul et la solution du système d'équations non linéaires est trouvée à l'aide de la <strong>méthode de Newton-Raphson</strong>.</p>\n<p>Les fissures fictives (ε<sub>1</sub> étant la valeur moyenne) sont «&nbsp;formées&nbsp;» perpendiculairement à la direction des contraintes principales qui peut changer au cours du calcul non linéaire car l'élément «&nbsp;est fissuré progressivement&nbsp;» à chaque incrément de charge. En résumé, on considère une fissure rotative fictive sans contrainte.</p>\n<p>Le résultat de la solution MEF utilisant CSFM est un champ de contrainte compatible (c'est-à-dire que le béton ne se décompose pas en éléments individuels agissant indépendamment dans le modèle) et l'état de déformation qui sont continus dans l'ensemble du domaine 2D en cours de résolution. Il s'agit d'un avantage majeur par rapport aux approches classiques d'analogie des fermes qui permet d'automatiser et affiner le modèle de calcul comme décrit dans les paragraphes suivants.</p>\n<figure data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40e41bf7-4a81-4245-bd1b-843963c104e8/3.png\" data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" alt=\"\"></figure>\n<p><em>Image 5 Principe du ramollissement du béton</em></p>\n<p>La formulation simple de CSFM permet d'utiliser le diagramme standard de contrainte-déformation uniaxial parabolique-rectangulaire pour le béton en compression conformément à la norme. Comme on le sait, la résistance à la compression du béton diminue lorsque le béton est endommagé par des fissures transversales (Image 5). Cet effet dit <strong>ramollissement par compression </strong>est inclus dans la méthode en prenant automatiquement en compte la résistance effective à la compression du béton.</p>\n<p>Le coefficient de réduction k<sub>c</sub> est déterminé en fonction du niveau des déformations transversales par traction ε<sub>1</sub> et le diagramme de contrainte-déformation du béton est ajusté (Image 5). Puisqu'on connait le champ des déformations dans l'ensemble de la structure, la résistance effective à la compression du béton peut être calculée automatiquement dans les sections individuelles selon le niveau local des déformations transversales par traction ε<sub>1</sub>.</p>\n<figure data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51628156-5014-4501-8f28-9f3b93783840/1.png\" data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" alt=\"\"></figure>\n<p><em>Image 6 Principe de raidissement par traction</em></p>\n<p>En outre, CSFM prend en compte l'<strong>effet de raidissement</strong> du béton en traction entre les fissures sur le ferraillage, appelé raidissement par traction. Dans le modèle de calcul, le degré de ferraillage moyen ε<sub>m</sub> est utilisé. Le diagramme de contrainte-déformation du ferraillage est alors modifié (Image 6). Cela permet une représentation réaliste de la rigidité de la structure en béton armé endommagée par des fissures. Cependant, il est toujours vrai que la résistance à la traction du béton ne contribue pas à la capacité ultime. La contrainte maximale dans le ferraillage σ<sub>sr</sub> dans les fissures est essentielle pour la conception (Image 6).</p>\n<p>CSFM utilise des modèles de matériaux uniaxiaux communs (diagrammes de contrainte-déformation) définis dans les <strong>normes de conception</strong>. L'approche standard, la méthode des coefficients partiels de sécurité, est ensuite utilisée pour évaluer l'ELU. La simplicité de la méthode la rend adaptée à la pratique de l'ingénierie et est cohérente avec les normes de conception.</p>\n<p>Même s'il s'agit d'une analyse MEF non linéaire, l'ingénieur en structure n'a pas besoin de saisir des attributs supplémentaires des matériaux et des caractéristiques du béton au calcul qui peuvent même ne pas être disponibles lors de la conception et qui sont nécessaires, par exemple, pour les analyses MEF non linéaires basées sur la mécanique de la rupture. Comme indiqué précédemment, l'un des principaux avantages de l'analyse CSFM, outre les états limites ultimes, est la capacité d'évaluer les <strong>états limites de service : flèche, limites de contrainte et, en particulier, ouverture des fissures</strong>.</p>\n<figure data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8fd3f66a-63b9-4aba-bb10-9e12889ed7d4/Finite%20element%20model.png\" data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" alt=\"\"></figure>\n<p><em>Image 7 Exemple de représentation d'un modèle d'éléments finis dans IDEA StatiCa Detail</em></p>\n<p>(Image 7) Le modèle MEF dans CSFM est composé de plusieurs types d'éléments finis :</p>\n<ul>\n  <li>Élément 1D avec rigidité axiale pour le ferraillage</li>\n  <li>Élément 2D isoparamétrique pour le béton</li>\n  <li>Ressorts pour le modèle d'ancrage du ferraillage avec extrémité traitée</li>\n  <li>Élément 2D spécial pour modéliser la cohésion entre le ferraillage et le béton</li>\n  <li>Contraintes rigides et interpolantes (contraintes multipoints, MPC) entre les éléments de cohésion et le béton</li>\n</ul>\n<p>Si le ferraillage conçu empêche la rupture fragile de l'élément, il a été démontré que la méthode CSFM donne de très bonnes prédictions de la réponse et de la capacité ultime de la structure malgré la simplicité de la formulation. Autrement dit, la méthode n'est pas adaptée, par exemple, à la conception de poutres sans ferraillage de cisaillement transversal qui présentent un potentiel de comportement fragile. Les <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">vérifications</a> de la méthode, y compris des expériences, sont données dans [1]. Une description plus détaillée de la méthode dépasse le cadre du présent document et peut également être trouvée dans la <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Base théorique</a>.</p>\n<p>Il est clair que les principes de la méthode CSFM sont généraux et son application n'est donc pas limitée aux régions de discontinuité, mais peut être utilisée pour modéliser des éléments entiers, par exemple des poutrelles préfabriquées, et lorsque l'élément peut être simplifié en un modèle 2D au plan. La méthode et sa mise en œuvre dans le logiciel (IDEA StatiCa Detail) ont également été développées avec la possibilité de saisir le <strong>ferraillage précontraint et post-contraint</strong>.</p>\n<h2>3. Exemple de conception d'une tête de pilier</h2>\n<p>L'application pratique de CSFM est illustrée par la conception de tête de pilier de pont à l'image 8. Il s'agit du deuxième pilier d'un pont continu avec trois travées de 30,0 m, 42,0 m et 30,0 m. La tête du pilier en béton armé est conçue en béton C40/50 et son épaisseur (dans la direction longitudinale du pont) est 2,0 m.</p>\n<figure data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7bd9ebbf-5d30-448a-93e2-c89641d05677/4.png\" data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" alt=\"\"></figure>\n<p><em>Image 8 Tête de pilier : a) Conception sommaire ; b) Contrainte de compression dans le béton en ELU ; c) Contrainte de traction dans le ferraillage en ELU ; d) Ouverture des fissures en ELS</em></p>\n<p>Au sommet de la tête de pilier, une poutre transversale avec le ferraillage B500 20xϕ28+20xϕ25 – les quatre couches supérieures – a été conçue tout d'abord. L'image 8a montre une conception sommaire à l'état limite ultime, indiquant les contraintes de compression dans le béton, les directions des contraintes de compression et les contraintes dans le ferraillage. La distribution plus détaillée des contraintes dans le béton et ferraillage est ensuite documentée dans les images 8b et 8c. Le ferraillage transversal se trouve juste en dessous de la limite d'élasticité et les contraintes dans le béton (et les déformations relatives) sont satisfaisantes à l'ELU. Cependant, le résultat du calcul de l'ouverture des fissures (image 8d) montre que la conception ne satisfait pas à l'<strong>ELS&nbsp;</strong>: w<sub>max</sub> = 0,36 mm &gt; w<sub>lim</sub> = 0,3 mm. <strong>Pour respecter l'ouverture des fissures limite, il est nécessaire d'augmenter le ferraillage </strong>de la poutre transversale à 20xϕ32+20xϕ28. Dans le cas de w<sub>lim</sub> = 0,2 mm (par exemple pour un pilier près d'une route générant une projection des sels, niveau d'influence environnementale XF2), le ferraillage de la poutre transversale devrait être augmentée encore plus à 24xϕ32+24xϕ28.</p>\n<h2>Conclusion</h2>\n<p>CSFM convient à la pratique de l'ingénierie parce que la méthode utilise des <strong>modèles de matériaux simples définis dans la norme de conception</strong>. En plus des états limites ultimes, elle permet également de concevoir les états limites de service dont l'évaluation était auparavant difficile à imaginer en utilisant l'analogie des fermes. En introduisant la méthode dans <strong>IDEA StatiCa Detail</strong>, il est alors possible de capturer de manière réaliste la réponse de la structure et de concevoir et évaluer les régions de discontinuité et les assemblages plus importants de manière efficace et sûre.</p>\n<p>La CSFM a été développée principalement grâce au travail du professeur Walter Kaufmann, directeur de l'ingénierie structurelle de l'École polytechnique fédérale de Zurich (EPFZ). Lui et son équipe ont également <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">vérifié la méthode et sa mise en œuvre logicielle</a>.</p>\n<h2>Littérature</h2>\n<p>[1] KAUFMANN, Walter, et al : Compatible stress field design of structural concrete, ETH Zurich, 2020, ISBN 978-3-906916-95-8,</p>\n<p>[2] KAUFMANN, W., MARTI, P. : Structural Concrete : Cracked Membrane Model. Journal of Structural Engineering 124 (12) : 1467-75, 1998 https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467)</p>\n<p>[3] KRAUS, M., M. WEBER, W. KAUFMANN, W, BOBEK, L. : Numerical analysis of experimentally tested frame corners with opening moments using the Compatible Stress Field Method (CSFM). In : Computational Modelling of Concrete and Concrete Structures, pp. 694-03. CRC Press, 2022 <a href=\"https://doi.org/10.1201/9781003316404\">https://doi.org/10.1201/9781003316404</a></p>\n<h2>Auteur de l'article</h2>\n<p>Ing. Pavel Kaláb, PhD.</p>\n<p>IDEA StatiCa s.r.o.</p>"
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                                                                    "value": "<p>Dans IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, les utilisateurs ont la possibilité de créer des modèles d'assemblage en utilisant des paramètres (relations définies entre des entités individuelles). La conception paramétrique permet aux utilisateurs de concevoir des assemblages standardisées de manière efficace - <strong>lisez comment travailler avec les paramètres</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">dans cet article.</a></p>\n<p>L'intégration de <strong>modèles paramétriques</strong> dans <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offre une approche transformationnelle des flux de travail des concepteurs d'assemblage. <strong>Elle permet aux utilisateurs de créer et d'utiliser une collection universelle de modèles qui peuvent être facilement personnalisés et déployés dans différents contextes de conception.</strong></p>\n<h2>Comment cela fonctionne-t-il ?</h2>\n<p>L'utilisateur peut télécharger lassemblage créé vers son entreprise ou son ensemble personnel, comme pour n'importe quelle conception, et il peut même le faire <strong>avec les paramètres définis</strong>. Une fois que la même géométrie est présente dans le projet et que la solution peut être répétée, l'utilisateur peut appliquer cette conception préparée à l'avance (modèle) avec tous les paramètres.</p>\n<figure data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0a53fd0-929f-4053-9c8c-37b522604485/parametric_template_3.png\" data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" alt=\"\"></figure>\n<p>En outre, après avoir proposé le modèle, il est possible de <strong>modifier les paramètres directement</strong> <strong>dans la fenêtre de conception principale</strong> et il n'est pas nécessaire de passer en mode développeur. Cet environnement convivial permet aux utilisateurs moins expérimentés de travailler avec des paramètres prédéfinis en toute sécurité selon les préréglages des concepteurs seniors.</p>\n<figure data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21f4f5f7-4808-4e52-ad70-4c7446950a47/parametric_template_5.png\" data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" alt=\"\"></figure>\n<p>L'optimisation ultérieure est très simple, car il est possible d'éviter de modifier chaque entité une par une lors de l'utilisation des opérations.</p>\n<p>En modifiant un paramètre, <strong>plusieurs étapes</strong> peuvent être réalisées en même temps. Par exemple, lorsque l'on modifie la largeur de l'élargisseur, ce n'est pas seulement l'élargisseur lui-même qui est affecté, mais aussi toutes les soudures associées et l'emplacement du raidisseur :</p>\n<figure data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a920b12e-d9f6-4545-9616-2b4e45b7c256/parametric_template_4.png\" data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" alt=\"\"></figure>\n<p>Les modifications verrouillées dans la liste des propriétés de certaines opérations de fabrication sont désactivées dans de tels cas. Cependant, si l'utilisateur le souhaite, il peut casser les paramètres à l'aide du bouton<strong>\"exploser</strong>\" et continuer à modifier les opérations.</p>\n<p>Les modèles auxquels les paramètres sont liés sont marqués d'un {p} minuscule. Plusieurs modèles paramétriques ont déjà été préparés et mis à disposition dans le <strong>jeu de modèles prédéfinis par l'équipe IDEA StatiCa</strong>.</p>\n<figure data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f541105-3c13-4356-9547-4495dfdbfdce/parametric_template_1.png\" data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" alt=\"\"></figure>\n<h2>Quels sont les avantages des modèles paramétriques ?</h2>\n<ul>\n  <li><strong>Modèles universels</strong>: Les concepteurs peuvent accéder à une large collection de modèles paramétriques à partir de Connection Library. Ces modèles sont conçus pour être universellement applicables et constituent une base solide pour un large éventail de projets.</li>\n  <li><strong>Personnalisation paramétrique</strong>: Grâce à l'onglet Développeur, les utilisateurs peuvent définir des paramètres spécifiques pour chaque modèle, ce qui permet un haut degré de personnalisation et de flexibilité dans la conception.</li>\n  <li><strong>Identification des modèles</strong>: Les modèles paramétriques sont facilement identifiables par le symbole {p}, ce qui permet aux utilisateurs de les reconnaître et de les sélectionner rapidement pour leurs projets.</li>\n  <li><strong>Filtrage amélioré de la bibliothèque</strong>: Le filtre de la fenêtre de proposition de Connection Library permet aux utilisateurs de trouver efficacement des modèles paramétriques parmi l'offre étendue de la bibliothèque.</li>\n  <li><strong>Contrôle de la publication</strong>: Lorsqu'un assemblage contient des paramètres, les concepteurs ont la possibilité de publier ces modèles paramétriques dans Connection Library. Cette fonctionnalité permet de partager des modèles personnalisés avec l'ensemble de la communauté des utilisateurs ou de les garder confidentiels pour un usage individuel ou interne.</li>\n</ul>\n<h2>Impact sur le flux de travail</h2>\n<p>L'inclusion de modèles paramétriques dans Connection Library représente une avancée significative dans le processus de conception pour les concepteurs d'assemblage. Cette fonctionnalité simplifie le processus de conception en fournissant :</p>\n<ul>\n  <li><strong>Efficacité</strong>: L'utilisation de modèles accélère la phase de conception, ce qui permet des itérations et des modifications plus rapides.</li>\n  <li><strong>Cohérence</strong>: Les modèles paramétriques garantissent la cohérence de la conception d'un projet à l'autre, ce qui est essentiel pour maintenir les normes et la qualité.</li>\n  <li><strong>Collaboration</strong>: La possibilité de partager des modèles personnalisés améliore la collaboration entre les équipes et avec l'ensemble de la communauté des concepteurs.</li>\n  <li><strong>Personnalisation</strong>: Les concepteurs peuvent adapter les modèles aux exigences spécifiques d'un projet, ce qui améliore la précision et l'efficacité de la conception.</li>\n</ul>\n<p><em>Disponible dans le </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>patch 23.1.5 d'IDEA StatiCa</em></a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n698fc8a8_25b1_016d_9bfc_52f86a474d95\"></object>\n<h2>Jeux de contrôle par défaut dans les opérations</h2>\n<p>La conception d'un assemblage par paramètres consiste à définir des paramètres uniques spécifiques à chaque type d'assemblage d'une part. D'autre part, il y a des paramètres qui sont utilisés presque toujours en raison des pratiques d'ingénierie courantes, telles qu'un ensemble de soudures, de fixations et de matériaux.</p>\n<p>Pour simplifier la création de modèles paramétriques et accéder à ces paramètres à tout moment, nous incluons ces contrôles en tant qu'ensembles par défaut dans la racine de l'opération.</p>\n<p>Lorsque vous sélectionnez Opérations, les paramètres suivants sont disponibles par défaut :</p>\n<ul>\n  <li>Réglage de la soudure : <strong>Méthode de dimensionnement</strong> et <strong>matériau de</strong> la soudure (24.0.5)</li>\n  <li>Paramètres du boulon : <strong>Type</strong>, <strong>plan de cisaillement dans le filetage</strong> et <strong>transfert de l'effort de cisaillement</strong> (24.1.0)</li>\n  <li>Paramétrage&nbsp;des platines: <strong>Matériau </strong>(24.1.0)</li>\n</ul>\n<figure data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23570977-6342-4a3e-adc8-2563c3e0028f/common%20properties%201.png\" data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" alt=\"\"></figure>\n<p>Ces commandes définissent la propriété spécifique pour l'ensemble du modèle d'assemblage à toutes les opérations et sont affichées dans la racine des opérations par défaut. Ils ne modifient pas les propriétés des éléments de structure, mais uniquement les opérations de fabrication.</p>\n<p>Si l'une des propriétés liées au contrôle <strong>est utilisée dans un paramètre</strong> du modèle paramétrique, le contrôle est automatiquement désactivé. Ce comportement permet d'éviter d'influencer la même propriété à partir de deux endroits et, par conséquent, de gâcher les détails de l'assemblage par des boucles dans les paramètres.</p>\n<p>En outre, ces contrôles sont également affichés sans modèle paramétrique, ce qui permet d'effectuer des modifications rapides et d'unifier les propriétés de n'importe quel modèle d'assemblage.</p>\n<h2>Quels sont les avantages ?</h2>\n<ul>\n  <li>Pour l'<strong>utilisateur du modèle paramétrique</strong> (par exemple, l'utilisateur junior), toutes les opérations sont désactivées (en lecture seule). Cependant, la <strong>modification du matériau, de la classe de boulons ou du matériau de la platine</strong> reste une action couramment attendue. Toutefois, si un seul paramètre manque dans le modèle paramétrique, celui-ci devient inutilisable. Les propriétés communes telles que les soudures, les boulons et les matériaux peuvent désormais être contrôlées dans chaque modèle paramétrique à l'aide des commandes par défaut affichées sous les paramètres.</li>\n  <li>L'ajout de ces contrôles <strong>simplifie le travail du créateur du modèle</strong> (par exemple, l'utilisateur principal) <strong>lors de la préparation des modèles paramétriques</strong>. Désormais, il n'est plus nécessaire de créer manuellement des paramètres spéciaux pour modifier des propriétés communes telles que les soudures, les boulons et les matériaux.</li>\n  <li>Parfois, vous souhaitez <strong>unifier les nuances de boulons ou de platines et les matériaux de soudure</strong> dans l'ensemble du détail de l'assemblage, même si le <strong>modèle paramétrique n'est pas utilisé</strong>. Cela peut être facilement réalisé soit en multi-sélectionnant dans l'arbre et en éditant des opérations du même type (néanmoins, dans ce cas, cela doit être fait plusieurs fois pour chaque groupe d'opérations séparément), soit il est maintenant possible de <strong>modifier la propriété demandée</strong> ou de vérifier si la même propriété est utilisée <strong>en un seul clic</strong>.</li>\n</ul>\n<figure data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/937c9874-ecb7-4e00-ba25-790f70433722/common%20properties%202.png\" data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n894962c2_9e8f_01ba_11c7_5f16f7e8d9c6\"></object>\n<h2>Améliorations de l'ensemble prédéfini</h2>\n<p>Plusieurs améliorations ont été apportées aux <strong>modèles paramétriques créés par l'assistant</strong> afin d'améliorer la convivialité, la clarté et la cohérence du modèle.</p>\n<ul>\n  <li>Les messages de validation ont été affinés, seuls les messages fonctionnels et pertinents sont désormais affichés, tels que le type d'élément incorrect, la compatibilité de section transversale ou les problèmes de définition de la charge.</li>\n  <li>Les textes des messages ont également été réécrits pour une meilleure lisibilité et une plus grande précision technique.</li>\n</ul>\n<figure data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae6b21b1-c930-4ad9-859f-f1753f5d321a/25-1%20predefined%20set%202.png\" data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" alt=\"\"></figure>\n<ul>\n  <li>Les modèles conservent désormais correctement les <strong>données de section transversale</strong> pour les cornières et les éléments de raidissement, ce qui garantit une génération précise de la géométrie.</li>\n  <li>Les <strong>sections transversales personnalisées (CCS) stockées dans MPRL</strong> sont incluses dans les modèles et automatiquement appliquées aux nouveaux modèles.</li>\n  <li>Une nouvelle <strong>méthode d'opération Workplane, Intersection</strong>, permet d'utiliser les modèles pour les éléments se terminant dans les directions X+ et X- dans Checkbot, avec un décalage réglable et un positionnement sur le bord proche ou éloigné de l'élément concerné.</li>\n</ul>\n<figure data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c417587-c02f-4a0b-933f-9a3c4071f6ac/25-1%20predefined%20set%203.png\" data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" alt=\"\"></figure>\n<p>Grâce à cette nouvelle fonction, les modèles&nbsp;sont applicables aux toutes les deux extrémités dans Checkbot.</p>\n<figure data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3991f2a-98fe-4c99-a1b7-a6875607d42d/25-1%20predefined%20set%204.png\" data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" alt=\"\"></figure>\n<p>Les modèles&nbsp;paramétriques peuvent également être <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combinés entre eux ou avec des opérations de fabrication standard</a>.</p>\n<p><em>Disponible dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                            "value": "<p>In IDEA StatiCa, there are three possible areas to work with parametric design effectively.</p>\n<h2>Parameters in IDEA StatiCa Connection</h2>\n<p>The first usage of parametric design is the simplest. Each element, like a member, plate, bolt, or weld, can be defined by its shape, position, and material.&nbsp;</p>\n<p>For this purpose, you'll need to enable the <strong>Developer mode</strong> in Project / Preferences / Advanced Settings.&nbsp;</p>\n<figure data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/859245fb-d6ee-4d79-ad1f-2228306e1088/parameters.png\" data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" alt=\"\"></figure>\n<p>In the tab <strong>Parameters</strong>, you can add Numbers (decimal sign is dot), Text (please use simple quotes), and even Equation.&nbsp;</p>\n<p>To link this parameter to the items defined by the Operations, just click on the <strong>Link</strong> icon.&nbsp;</p>\n<figure data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7c719-63a1-4bfe-bf4f-5eb9605165d3/link-par.png\" data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" alt=\"\"></figure>\n<p>The button <strong>Set to model</strong> allows you to overwrite initial values to the Parameter values.</p>\n<p>To get acquainted with all possibilities about the parameters, please look at the <a href=\"https://github.com/idea-statica/ideastatica-public/wiki/Reference-Guide-Expression-Parameters\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Reference guide</a>.</p>\n<p>More about this theme can be found also in the articles <a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a> and <a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a>.</p>\n<h2>Plugin for Rhino/Grasshopper</h2>\n<p>Grasshopper3d is a visual programming package attached to the powerful modeling CAD software&nbsp;<a href=\"https://www.rhino3d.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Rhino3d</a>.</p>\n<p>Combining Grasshopper with IDEA StatiCa's Open Model and APIs creates an extremely powerful platform for the parametric definition of complex connection geometry plus the automation and optimization of connections.</p>\n<figure data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a070a736-1da4-4e4f-a22f-baaad9dc2506/GH.png\" data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" alt=\"\"></figure>\n<p>The plugin can be used in several ways:</p>\n<ul>\n  <li>it enables the creation of complex joints, even without an IDEA Connection license</li>\n  <li>import of a structure (SAF model, IOM model) and a bulk calculation of specified joints</li>\n  <li>optimizing joints in terms of shape, material, etc., using parameters &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</li>\n</ul>\n<p>For more, please visit <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino to IDEA StatiCa workflow</a>.</p>\n<h2>Design API's</h2>\n<p>IDEA StatiCa provides several general API's for the different apps and services that we provide. This is an excellent place to start if you are a computational designer or software developer looking to perform automated structural design and optimization tasks. Design API's are targeted toward both Python and C#/.Net users.&nbsp;</p>\n<figure data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b0fff41-e68a-482a-a613-5f638d9e46c4/api.png\" data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" alt=\"\"></figure>\n<p><a href=\"https://developer.ideastatica.com/docs/api/api_overview.html\">You can start here</a> or visit the <a href=\"https://github.com/idea-statica\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa GitHub</a>. &nbsp;&nbsp;</p>"
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                                                                            "value": "<p>Beaucoup de nœuds d'une structure réelle ne peuvent pas être couverts individuellement par un type d'assemblage standard. Les concepteurs divisent ces nœuds&nbsp;en assemblages distincts et les vérifient à l'aide d'outils simples ou de feuilles de calcul Excel sans tenir compte de leur interaction, ce qui peut entraîner des erreurs de conception.</p>\n<h3>Les modèles paramétriques peuvent être combinés avec d'autres opérations</h3>\n<p>Lors de l'utilisation d'un modèle paramétrique, il est toujours possible d'ajouter de nouvelles opérations. Il est donc possible d'ajouter une seule&nbsp;opération unique à un modèle paramétrique existant.</p>\n<p>De cette manière, il est facile d'ajouter, par exemple, plus de raidisseurs au modèle choisi.</p>\n<figure data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7898ecd8-9db8-455e-8747-f1724f0eaeac/Combination%20of%20parametric%20template%20and%20unrelated%20operations%201.png\" data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" alt=\"\"></figure>\n<p>Un autre exemple peut être un joint composé de différents assemblages - certains éléments ne sont pas pris en compte dans le modèle choisi.</p>\n<figure data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad580407-b098-495d-8783-6fda3a80577a/Combination%20of%20parametric%20template%20and%20unrelated%20operations%202.png\" data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" alt=\"\"></figure>\n<p>La connexion de cet élément supplémentaire avec une opération standard est facile à réaliser.</p>\n<figure data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baee32da-a7c8-4884-b460-cff867b1c5a4/Combination%20of%20parametric%20template%20and%20unrelated%20operations%203.png\" data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n429cfc7e_7ebf_0119_b91d_f4cc9164e2bf\"></object>\n<h2>Combinez plusieurs modèles paramétriques dans un seul modèle</h2>\n<p>Pour connecter plusieurs éléments dans un nœud, vous pouvez appliquer plusieurs modèles paramétriques. Créez vos assemblages standards en tant que modèle paramétrique, puis combinez-les efficacement pour obtenir la conception d'assemblage souhaitée pour l'ensemble de la structure.</p>\n<figure data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d59211a9-a119-42c4-a207-c0aa1509eca3/Multiple%20templates%201.png\" data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" alt=\"\"></figure>\n<p>Chaque modèle appliqué est désormais représenté par un <strong>entête de modèle</strong> distinct (Modèle 1, Modèle 2, etc.) dans l'arbre des opérations. La sélection d'un modèle affiche ses paramètres et contrôles spécifiques, ce qui permet aux utilisateurs de modifier les propriétés locales, telles que la disposition des boulons, les matériaux ou l'épaisseur de platine, indépendamment pour chaque modèle.</p>\n<figure data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3c987a69-d44b-4644-a40c-c807fb119c4f/Multiple%20templates%202.png\" data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" alt=\"\"></figure>\n<p>Les propriétés globales restent accessibles sous l'<strong>entête&nbsp;Opérations</strong>, ce qui permet à l'utilisateur d'appliquer des paramètres de matériau ou de la norme communs à l'ensemble de l'assemblage. La nouvelle structure soutient les conceptions à modèles mixtes où les modèles individuels conservent leur flexibilité paramétrique.</p>\n<figure data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d456161d-b705-4d74-b992-279c974a7b00/Multiple%20templates%203.png\" data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" alt=\"\"></figure>\n<p><em>Mise à jour dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n  <li>Members</li>\n  <li>Supports</li>\n  <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n  <li>Whole surface</li>\n  <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff.&nbsp;</p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only.&nbsp;</p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p>&nbsp;The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses.&nbsp;</p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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                                    "value": "<h2>Chargement</h2>\n<p>Les cas de charge peuvent être définis de la même manière que pour les éléments 2D en béton armé. Cela signifie que chaque cas de charge peut se voir attribuer un type de charge permanent ou variable. Les cas de charge permanente sont d'abord appliqués au modèle et, après un calcul réussi, les cas de charge variable sont appliqués.</p>\n<p><strong>Type d'impulsions de charge</strong></p>\n<p>Un total de 4 types d'impulsions de charge peut être ajouté à chaque cas de charge.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>La définition des <strong>charges surfacique</strong> est identique à celle de l'appui superficiel. Cela signifie qu'il est possible de les spécifier de deux manières : Surface entière et Polyligne. Dans le cas des charges surfaciques, l'intensité de la charge est bien sûr saisie dans les trois directions générales.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p>Le <strong>groupe des efforts </strong>est une entité de charge qui vous permet de spécifier des efforts dans trois directions n'importe où sur le modèle à l'aide d'un tableau. Il peut être référencé au pied de poteau ou à la surface d'un bloc de béton. Pour l'entrée des tableaux, il est à nouveau possible d'utiliser la fonctionnalité&nbsp;copier-coller de la feuille de calcul.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p>Le <strong>poids propre</strong> devrait être inclus dans chaque modèle. Par exemple, les fondements&nbsp;en béton chargés d'un moment de flexion ne se renverseront pas aussi facilement.</p>\n<p>Les <strong>charges ponctuelles</strong> peuvent être chargées directement sur le pied de poteau avec six efforts internes Fx, Fy, Fz, Mx, My et Mz dans la position générale.</p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4b4b74a7_d6f3_01f8_de25_75d53edc068e\"></object>\n<p>Lors de l'utilisation d'un pied de poteau, l'application de cet effort directement sur un pied de poteau réaliste et déformable peut entraîner une redistribution irréaliste des contraintes sur le pied, les tiges et le béton. Il est donc plus approprié d'utiliser la deuxième option - le tronçon.</p>\n<p><strong>Le tronçon</strong></p>\n<p>Le tronçon est représenté par une partie courte&nbsp;du poteau au-dessus du pied de poteau qui est modélisé comme une <strong>structure d'éléments de coque</strong> et se comporte comme une interface physiquement précise entre les efforts internes et le pied. Une base de données de sections standard est utilisée.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>L'<strong>ensemble des efforts internes à 6 composantes</strong> (efforts et moments) est appliqué en <strong>un seul point</strong> sur la <strong>face inférieure du tronçon </strong>- c'est-à-dire la base de poteau.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Les contraintes <strong>transfèrent les efforts </strong>à la <strong>face supérieure du tronçon</strong>, d'où elles sont naturellement <strong>redistribuées à travers le tronçon&nbsp;</strong>dans le pied de poteau, les tiges et le béton.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>Cette approche préserve l'interaction réaliste de la rigidité entre le poteau et le pied et élimine la nécessité d'une redistribution manuelle ou d'hypothèses artificielles.</p>\n<p><em>Le tronçon&nbsp;a été publié dans la </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>version 25.1 d'IDEA StatiCa</em></a><em>.</em></p>\n<h3>Combinaisons</h3>\n<p>Puisque l'analyse dans IDEA StatiCa Detail est non linéaire, des combinaisons soi-disant non linéaires sont utilisées. Cela signifie que les cas de charge individuels ne sont pas calculés et que les résultats ne sont pas additionnés. Au contraire, les cas de charge du même type de charge sont additionnés avant le calcul, bien sûr avec les coefficients respectifs définis dans les combinaisons, et les combinaisons individuelles sont ensuite calculées. C'est pourquoi l'existence d'au moins une combinaison est une condition préalable au lancement du calcul.</p>\n<p>Seules les combinaisons pour l'ELU peuvent être définies.</p>\n<figure data-asset-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" data-image-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d078ad21-98af-4d98-880f-39cae23b551e/3D%20Detail%20in%2024.1_16.png\" data-asset-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" data-image-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n  <li>By two points</li>\n  <li>On surface edge</li>\n  <li>On surface edge on more edges</li>\n  <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. In this case, a 3D scene with the reinforcement displayed is additionally available for better orientation, allowing rotations around two axes.</p>\n<figure data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff3a99a5-1dff-4519-9ab7-13c4571673f2/3D%20Detail%20in%2024.1_22.png\" data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" alt=\"\"></figure>"
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                                    "value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n  <li>Summary</li>\n  <li>Strength</li>\n  <li>Anchorage</li>\n  <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview.&nbsp;</p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties.&nbsp;</p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes:&nbsp;<strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction.&nbsp;</p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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                                    "value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check&nbsp;</h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                            "value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated.&nbsp;</p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot.&nbsp;</p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n  <li>International design standard (code)&nbsp;</li>\n  <li>Profile type and material&nbsp;</li>\n  <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n  <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n  <li>Only connections with 1 member (simple footings)\n    <ul>\n      <li>Only steel-to-concrete anchoring</li>\n      <li>No complex design (footing with braces)</li>\n    </ul>\n  </li>\n  <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                    "value": "<p>La possibilité de relier les applications IDEA StatiCa à des dizaines d’outils différents entraîne la nécessité de créer des approches différentes pour des fournisseurs spécifiques. Le transfert de données par lien BIM est raffiné et rationalisé pour rendre les processus aussi fluides et rapides que possible.</p>\n<p>Grâce à cela, le temps nécessaire pour obtenir les données de différentes sources est court. Voici quelques comparaisons pour différentes métriques.</p>\n<h4>Importations plus rapides pour un assemblage unique par liens MEF</h4>\n<p>Nous avons amélioré les processus lors de l’importation d’un assemblage et élément unique des logiciels MEF en réduisant les appels d’API inutiles que nous utilisons lors de l’importation. Il en résulte le temps d’importation nettement plus rapide pour des liens BIM spécifiques.</p>\n<figure data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ce20acd2-4bcd-4324-90c6-0db8cdc69bf9/Comparison%20table_1.png\" data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" alt=\"\"></figure>\n<h4>Ouverture plus rapide des projets existants</h4>\n<p>De plus, les temps d’ouverture des projets déjà existants de Checkbot ont été améliorés d’environ 50 % par rapport à la version 23.1.5.</p>\n<figure data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b781cf9b-5ca7-4cee-a240-a5b4e842c389/Comparison%20table_2.png\" data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" alt=\"\"></figure>\n<p>Publié dans la version 24.0 de IDEA StatiCa.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                                            "value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring&nbsp;–&nbsp;can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve.&nbsp;</p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n  <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own&nbsp;–&nbsp;see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases&nbsp;–&nbsp;<strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n  <li><strong>Multiple anchoring close together</strong>&nbsp;–&nbsp;The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n  <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong>&nbsp;–&nbsp;A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n  <li><strong>Consideration of existing reinforcement in renovations</strong>&nbsp;–&nbsp;Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included.&nbsp;</li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes&nbsp;–&nbsp;</em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution&nbsp;</h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures.&nbsp;</p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n  <li><strong>IDEA StatiCa Connection</strong>&nbsp;–&nbsp;focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n  <li><strong>IDEA StatiCa Detail</strong>&nbsp;–&nbsp;The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress.&nbsp;</li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads.&nbsp;</p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>.&nbsp;</p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before&nbsp;–&nbsp;so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. It’s the first case we’ve fully verified, and we’re committed to expanding our focus to other challenges in the future.</p>\n<p>The question is: Will you adapt to these advancements, or will you resist change?</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b6bbd0cf_0459_0144_865a_d5102e67f5e8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3a93b40e_b9ea_0137_9033_5716e230133f\"></object>"
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                                            "value": "<p>Qu'il s'agisse d'un espace limité pour l'<a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">ancrage</a>, une disposition architecturale non conventionnelle, un ancrage près du bord, nécessité de fixer l'acier à des formes de béton irrégulières ou demande du chantier de concevoir des platines encastrées, ces cas particuliers exigent plus que des solutions typiques. C'est exactement là que commence le véritable défi de conception.</p>\n<h3>Comment les ingénieurs en structure font-ils face à ces situations ?</h3>\n<p>Cela commence par des hypothèses et beaucoup de travail manuel et calculs. Des heures sont consacrées à l'itération des conceptions et à la vérification selon les normes. Le plus souvent, les conceptions analysées conduisent à des semelles et platines inutilement surdimensionnées en raison de ruptures de béton :</p>\n<ul>\n  <li>Rupture de bord de béton</li>\n  <li>Rupture de cône de béton</li>\n  <li>Combinaison de ruptures</li>\n</ul>\n<figure data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f2b12c1-2437-49b8-b96b-16bfb6c0687c/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" alt=\"\"></figure>\n<p>Prenons l'exemple de l'ancrage près du bord. Sans ferraillage, il est presque impossible de réussir la vérification pour la rupture de bord ou de cône de béton. Lorsque les tiges sont proches les uns des autres, vous avez soudain affaire à des cônes en interaction, ce que la plupart des normes conseillent d'éviter complètement. Mais que faire lorsque votre disposition simplement ne peut pas respecter l'espacement recommandé ?</p>\n<p>Il <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">faut envisager un ferraillage</a> supplémentaire. <em>Eurocode 1992-4 - Conception des structures en béton - Partie 4&nbsp;: Conception des moyens d'assemblage dans le béton </em>recommande d'établir une analogie des fermes appropriée.</p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>Mais que se passe-t-il si une forme atypique de bloc de béton met des bâtons dans les roues ?</p>\n<h3>Relever les défis de l'ancrage pour des géométries de bloc de béton non standard</h3>\n<p>En particulier lorsqu'il s'agit de géométries irrégulières ou dispositions uniques qui vont au-delà des cas standard, le processus ne prend pas seulement du temps, mais laisse aussi trop de place à l'incertitude. Dans de tels cas, les formes générales peuvent être imprévisibles et il est donc essentiel d'examiner attentivement les distances aux bords de tous les côtés. La profondeur d'encastrement peut varier en raison des différences d'épaisseur des blocs ou de positionnement des tiges et les tiges elles-mêmes peuvent ne pas se trouver dans le même plan.</p>\n<p>Dans la <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">dernière version de IDEA StatiCa</a>, nous avons ajouté de nouvelles fonctionnalités puissantes pour vous aider à concevoir et vérifier l'ancrage dans des conditions réelles qui ne suivent pas le manuel.</p>\n<p>Vous pouvez maintenant <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">concevoir et vérifier presque toutes les formes de bloc de béton</a> pour l'ancrage. Qu'il s'agisse d'un piédestal, blocs d'ancrage non rectangulaires, extensions de fondations en bandes, n'importe quelle forme de voile ou une géométrie personnalisée exigée par les architectes.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Conception de platines encastrées tenant compte de ferraillage</h3>\n<p>Dans le secteur de la construction, il est courant de rencontrer des structures d'appui qui intègrent à la fois des éléments en acier et en béton. Les éléments en béton jouent souvent un rôle clé en assurant la stabilité latérale de l'ossature en acier. Ces éléments sont généralement reliés par des <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">platines encastrées</a>. Les platines encastrées offrent un ancrage fiable et peuvent être fabriquées de manière à minimiser les travaux de forage sur le chantier. Les platines affleurent la surface du béton, ce qui permet des assemblages propres et de niveau. Les platines encastrées sont particulièrement appréciées dans des applications telles que les systèmes d'appui de façade, assemblages des cadres en acier dans les bâtiments hybrides béton-acier, appuis de rail de guidage d'ascenseur, ancrage d'équipements mécaniques, appuis de pont et assemblages de panneaux en béton préfabriqué.</p>\n<p>Mais même si les applications sont nombreuses, la conception peut devenir beaucoup plus complexe. Le ferraillage dans le béton résiste aux efforts axiaux, soudé à la platine d'acier pour transférer la charge par adhérence avec le béton. Les goujons de cisaillement, tiges ou bêches résistent aux efforts de cisaillement.</p>\n<p>La résistance de conception des éléments ancrés dépend fortement de la position du ferraillage de béton, en particulier si la platine encastrée est positionnée près du bord (systèmes d'appui de façade).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (avec CSFM 3D) prend automatiquement en compte le ferraillage à proximité d'une platine encastrée, ce qui peut augmenter la capacité de charge de manière significative. Cette solution vous permet de créer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU).</p>\n<h3>Élevez la conception d'ancrage</h3>\n<p>IDEA StatiCa fournit aux ingénieurs une solution complète pour la conception et vérification des ancrages. Les ingénieurs ne sont plus limités par les exemples simplifiés et conservateurs correspondant aux normes de conception qui conduisent à surdimensionner les pieds de poteau et tiges. 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                            "value": "<h2>1. Pourquoi le calcul a-t-il été arrêté prématurément ?</h2>\n<p>Le modèle CSFM 3D est conçu pour garantir des simulations précises et fiables. C’est pourquoi il intègre des critères d'arrêt rigoureux. Pour en savoir plus, consultez notre <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&amp;type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">algorithme de contrôle pour 3D CSFM</a> dans le cadre théorique.</p>\n<p><strong>Option \"Stop at Limit Strain\" activée par défaut</strong><br>\nCette fonctionnalité cruciale interrompt le calcul dès que certains critères de déformation (UGT) sont dépassés. Nous vérifions l'épuisement pour le béton, l'armature et l'ancrage :</p>\n<ul>\n  <li><strong>Béton</strong> : Une déformation maximale de 5 % en compression et de 7 % en traction est appliquée pour garantir la convergence des calculs.</li>\n  <li><strong>Armatures</strong> : La déformation plastique est limitée à 5 % pour assurer la sécurité et la performance.</li>\n  <li><strong>Ancrages</strong> : L'évaluation se base sur les valeurs limites de glissement, plutôt que sur les contraintes d'adhérence, afin d’optimiser la stabilité.</li>\n</ul>\n<p><strong>Causes d'une non-convergence</strong></p>\n<p>Lorsque le calcul ne converge pas, plusieurs facteurs peuvent être en jeu. La cause la plus fréquente est l'absence d'armature adéquate. D'autres facteurs peuvent inclure un modèle mal supporté, entraînant de grandes déformations, ou une conception surchargée pour les forces spécifiées.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. Quel soutien dois-je appliquer dans le détail ?</h2>\n<p>Dans l'application <strong>3D Detail</strong>, vous pouvez appliquer des appuis surfaciques avec une rigidité dans toutes les directions. Par défaut, ces supports offrent une rigidité en compression uniquement (Compression-Only), mais il est possible de sélectionner une option qui inclut également la rigidité en traction. Voici deux approches clés à considérer :</p>\n<ul>\n  <li><strong>Fondations reposant sur le sol</strong><br>\nUtilisez un appui qui offre une rigidité en compression uniquement. <strong>Attention</strong> : veillez à ajouter manuellement le poids propre comme cas de charge, car cela n'est pas fait automatiquement. Ce poids propre est essentiel pour prévenir le renversement du bloc de béton.</li>\n  <li><strong>Sous-modèles d'éléments en béton plus grands</strong><br>\nOptez pour un support capable de fonctionner à la fois en compression et en traction. Dans ce cas, il est crucial d'appliquer une armature qui traverse la surface. Cela permet de dissiper toute contrainte de traction par l'armature. Sans cela, des tensions de traction élevées peuvent rapidement apparaître dans le béton, dépassant ainsi le critère d'arrêt de 7 %.</li>\n</ul>\n<p>Pour des informations détaillées sur les fonctionnalités de <strong>Detail 3D</strong>, consultez notre section sur les <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Fonctionnalités complètes de Detail 3D.</a></p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Pourquoi est-il si important de respecter les règles d'exécution ?</h2>\n<p>La conformité aux règles de détail de la norme est essentielle pour garantir la sécurité et la performance des structures en béton. L'armature doit inclure des éléments supplémentaires pour le transfert des forces de traction et transversales, conformément à l'<strong>EN 1992-4</strong>. Cette application assure un transfert de forces efficace : la compression est absorbée par le béton, tandis que la tension est gérée par l'armature. Étant donné que le béton n’a pas de résistance à la traction, un renforcement adéquat est crucial.</p>\n<p><strong>À noter</strong> : Ces règles de détail ne sont pas automatisées. Il incombe à l'utilisateur d'ajouter manuellement les armatures appropriées. L'ingénieur structurel est donc responsable de garantir que l'armature est correcte et conforme aux normes du bloc de béton.</p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. Comment modéliser correctement le transfert des forces transversales ?</h2>\n<p>Le transfert des efforts de cisaillement peut se faire par frottement, ancrages ou falaise de cisaillement, mais il est crucial de choisir une seule méthode à la fois.</p>\n<p><strong>Utilisation du frottement :</strong><br>\nPour garantir une modélisation efficace, assurez-vous que la séquence des cas de charge est correcte : commencez par appliquer la pression (permanente), suivie du cisaillement (variable). Une séquence incorrecte pourrait entraîner un phénomène où la semelle \"s’envole\".</p>\n<p>Avec une séquence de charge correcte et un coefficient de frottement fixé à <strong>0,25</strong>, vous pouvez transmettre 25 % de la force de compression en tant que force de cisaillement. Les taquets de cisaillement transmettent entièrement la force transversale, mais il est important de noter qu'ils ne sont pas contrôlés dans <strong>IDEA StatiCa Detail</strong>. Vérifiez d'abord les chapes dans <strong>IDEA StatiCa Connection</strong> avant de les importer dans Detail.</p>\n<p><strong>Pour les ancrages :</strong><br>\nL'utilisateur peut identifier quels ancrages sont efficaces pour le cisaillement. Cependant, ils ne sont pas vérifiés pour le cisaillement dans Detail. Assurez-vous de vérifier leur capacité dans Connection avant de procéder à leur simulation dans Detail.</p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. À quoi dois-je faire attention lors de l'exportation de Connection vers Detail ?</h2>\n<p>Lors de l'exportation, il est crucial de vérifier comment les forces sont appliquées. Les forces peuvent être appliquées soit directement aux ancrages, soit aux semelles. Étant donné que les ancrages et les semelles sont modélisés comme des éléments distincts, le transfert des forces entre eux doit être déclenché manuellement par le biais de contraintes.</p>\n<ul>\n  <li><strong>Exportation du modèle d'ancrage depuis IDEA StatiCa Connection</strong><br>\nLorsque vous exportez le modèle d'ancrage (voir par exemple le lien <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM Connection to Detail - Ancrage à charge excentrée</a>), le transfert de la force axiale entre les ancres et la semelle est désactivé. Cela permet d'éviter toute pression supplémentaire non désirée sur la semelle. Les forces axiales sont découplées et se trouvent déjà directement dans les ancrages, tandis que les forces de cisaillement sont transmises via la semelle. Ainsi, la case pour le transfert des forces axiales est désactivée et celle pour le transfert des forces de cisaillement est activée dans l'image ci-dessous lors de l'exportation du modèle à partir de Connection.</li>\n  <li><strong>Lorsque vous n'exportez pas le modèle de Connection</strong><br>\nDans ce cas, la charge est placée directement sur la semelle, et vous avez la possibilité d'activer le transfert des forces axiales et de cisaillement entre la semelle et les ancrages.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. Quelle rigidité de la semelle doit être définie ?</h2>\n<p>La définition de la rigidité correcte de la semelle est cruciale pour obtenir des résultats fiables. La figure ci-dessous compare trois modèles différents :</p>\n<ul>\n  <li><strong>Semelle souple exportée de Connection</strong></li>\n  <li><strong>Semelle souple modélisée directement dans Detail 3D avec une charge appliquée sur un seul point</strong></li>\n  <li><strong>Semelle rigide avec une épaisseur accrue, également chargée sur un seul point</strong></li>\n</ul>\n<p>Les résultats de l'analyse ont révélé que les plaques flexibles modélisées directement dans Detail 3D produisaient des distributions de contraintes imprécises et des effets d'arrachement artificiels. En revanche, la plaque rigide a éliminé ces problèmes, offrant des résultats cohérents avec ceux obtenus par l'exportation de la connexion.</p>\n<p>Il est intéressant de noter que les forces d'ancrage étaient similaires dans le premier et le troisième modèle, tandis que le second modèle (plaque flexible dans Detail 3D) a surestimé les forces d'ancrage de plus de <strong>30 %</strong>, ce qui en fait une approximation inexacte.</p>\n<p><strong>Conclusion :</strong> Pour optimiser l'interaction entre la semelle et le béton, il est recommandé d'utiliser une semelle rigide lorsque vous ne l'exportez pas depuis Connection et que vous appliquez une charge en un seul point. Cela garantit que les résultats reflètent le plus fidèlement possible la réalité.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<h2>7. Qu'en est-il de la contrainte de contact ?</h2>\n<p>Dans Connection, il est possible d'établir un contact entre deux plaques et d'afficher la tension de contact. Cependant, l'exportation de l'ancrage de Connection vers Detail ne permet pas d'importer cette tension de contact, ce qui constitue une limitation (voir <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limitation connue pour Detail 3D</a>). La conséquence de l'absence d'effets causés par la tension de contact est que les forces importées ne sont pas équilibrées sur la semelle et que le calcul n'a pas pu être effectué en raison de l'énorme déformation de la plaque d'acier et de la déviation du modèle.</p>\n<p>Comment résoudre ce problème ?</p>\n<ul>\n  <li>méthode 1 - ne pas utiliser le contact dans le modèle de connexion (le contact est justifiable dans un nombre limité de cas)</li>\n  <li>solution 2 - modéliser l'ancrage directement dans l'application Detail avec la plaque de base rigide (voir question 6).</li>\n</ul>\n<figure data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cfe0c5cc-be52-456d-b534-4a407f3b417b/fig_7.png\" data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" alt=\"\"></figure>\n<h2>8.Pourquoi la tension d'attache dépasse-t-elle 99,9 % si rapidement ?</h2>\n<p>Dans de nombreux modèles, la tension d'attache dans l'ancrage dépasse rapidement <strong>99,9 %</strong> d'utilisation, même pour des niveaux de charge très faibles. Ce phénomène s'explique par le comportement observé dans le diagramme contrainte-déformation de la connexion entre l'ancrage/renforcement et le béton, comme illustré dans la figure ci-dessous.</p>\n<p>La liaison (Bond) atteint rapidement sa contrainte ultime, et toute charge supplémentaire entraîne une déformation plastique, souvent appelée <strong>glissement</strong>. Pour une compréhension plus précise, il est utile d'examiner les valeurs de <strong>Ftot / Flim</strong>.</p>\n<p>Pour en savoir plus sur la force d'adhérence ultime des ancrages adhésifs, consultez notre article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Force d'adhérence des ancrages dans Detail 3D.</a></p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. Comment dois-je gérer les paramètres de maillage ?</h2>\n<p>La qualité du maillage est essentielle pour les simulations 3D, en particulier pour les problèmes non linéaires, car elle influence directement le temps de calcul et la précision des résultats.</p>\n<p>Le facteur de multiplication du maillage peut varier de <strong>0,5 à 5</strong>, avec <strong>1</strong> comme valeur par défaut. Voici quelques points à considérer :</p>\n<ul>\n  <li><strong>Facteur de 5</strong> : Utiliser un facteur de 5 peut accélérer les simulations et aider à identifier des erreurs potentielles, mais cela peut également entraîner des résultats imprécis, avec des erreurs pouvant dépasser <strong>30 %</strong>.</li>\n  <li><strong>Facteur de 1 ou moins</strong> : Une fois le modèle vérifié, il est conseillé de revenir à un facteur de 1 ou moins pour obtenir des contraintes et des déformations précises, bien que cela augmente le temps d'analyse.</li>\n  <li><strong>Maillage grossier</strong> : Un facteur plus élevé est approprié pour la conception préliminaire, permettant une évaluation rapide des concepts.</li>\n  <li><strong>Maillage fin</strong> : Un facteur plus faible est recommandé pour la simulation finale, car il fournit des résultats plus précis, notamment autour des ancrages.</li>\n</ul>\n<p>En résumé, adaptez le maillage selon l'étape de votre projet pour équilibrer efficacité et précision.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h3>Est-il possible d'importer plusieurs ancrages ?</h3>\n<p>Oui, il est tout à fait possible d'importer plusieurs ancrages. Que se passe-t-il après l'exportation de ces ancrages multiples de la connexion vers Detail ?</p>\n<p>Lors de l'importation, plusieurs blocs de béton sont créés dans Detail, en fonction du nombre d'embases présentes dans la connexion, chaque embase ayant son propre élément en béton. Cependant, il existe une limitation importante : les blocs de béton multiples ne sont pas pris en charge dans Detail (voir <strong>Limitation connue pour Detail 3D</strong>).</p>\n<p>Pour contourner cette limitation, l'utilisateur doit supprimer tous les blocs sauf un et relier toutes les autres semelles à ce bloc unique. Cela permet d'obtenir une distribution correcte des forces d'ancrage et de soudure.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h3>Conclusion</h3>\n<p>Le <strong>CSFM 3D</strong> dans <strong>IDEA StatiCa Detail</strong> est un outil puissant pour modéliser le comportement non linéaire du béton et de l'armature, en conformité avec l'Eurocode et l'ACI. Il traite efficacement les interactions de liaison, les zones de traction et de compression, ainsi que les dispositions des armatures, fournissant des solutions robustes pour l'ancrage et le transfert de charge.</p>\n<p>Les critères intégrés garantissent que les calculs s'arrêtent lorsque les limites de déformation critiques sont atteintes, et une bonne présentation des armatures est essentielle pour obtenir des résultats réalistes. La qualité du maillage est également cruciale pour la précision des simulations : un maillage plus fin offre une plus grande précision, mais nécessite un temps d'analyse plus long.</p>\n<p>N’oubliez pas que le renforcement supplémentaire, le transfert des forces transversales et des paramètres d'exportation appropriés sont des éléments clés pour des conceptions précises conformes aux normes.</p>\n<p>Pour des informations plus détaillées, nous vous invitons à visionner le webinaire <strong>10 Most Frequently Asked Questions for 3D Anchoring</strong> (Les 10 questions les plus fréquemment posées sur l'ancrage 3D) ou le webinaire en néerlandais sur <strong>3D Detail : Calcul d'ancrage avec renforcement dans 3D Detail</strong>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4860c3a6_2b94_0133_4541_34794e486d10\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n60dba8f2_8efa_0131_1635_311f83f91b54\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ac3f7aa4_1402_0130_f1d3_e05e058cac3b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n86c0e5b8_96b6_011b_0da1_5fee3e625fef\"></object>"
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                    "value": "<h2>Introduction</h2>\n<p>The confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to lateral pressure (active) or confinement provided by surrounding materials (passive), such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.&nbsp;</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Active confinement is considered while designing, for example, partially loaded areas, concrete hinges, etc.</li>\n</ol>\n<p>In the following figure, you can notice how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c82248d-2921-4a12-8752-4ed3b69cb201/32.png\" data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Confinement effect and influence on the bearing capacity of structures}}}\\]</em></p>\n<p>Before we get into the example itself, let's recall how the concrete material is defined in the application.</p>\n<h2>Concrete material definition in IDEA StatiCa Detail</h2>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;<strong>Mohr-Coulomb&nbsp;plasticity theory</strong> for monotonic loading.</p>\n<p>In general, for a given angle of internal friction of the concrete, which is around&nbsp;<em>φ = 30°</em>, the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 2.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where&nbsp;<em>f</em><em><sub>c</sub></em>&nbsp;is concrete strength in compression,&nbsp;<em>f</em><em><sub>ct</sub></em>&nbsp;is concrete strength in tension,&nbsp;<em>φ</em>&nbsp;is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>,&nbsp;</em>σ<em><sub>c</sub></em><sub>3</sub>&nbsp;are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em>&nbsp;(see below), also increases.</p>\n<p>In 3D CSFM as implemented in IDEA StatiCa Detail, the angle of internal friction is considered as&nbsp;<em>φ = 0°,&nbsp;</em>as shown in Figure 3.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>&nbsp;is constant as σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent \"damaging\" uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>Comparing Figure 2, where the real angle of internal friction is used, and Figure 3, which shows the Mohr-Coulomb theory's implementation with a zero angle of internal friction, it can be seen that the approach chosen for the calculations in the Detail application is very conservative for the assessment of the triaxial stress state. Note that the model with zero friction angle resembles the Tresca model, with tension cut-off.</p>\n<p>Read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h2>Triaxial test&nbsp;– an active confinement example</h2>\n<p>In the example, we will simulate a triaxial test to explain how the triaxial pressure effect is implemented in 3D CSFM in IDEA StatiCa Detail. This will, therefore, be an example of <strong>active confinement</strong>. All calculations will be in characteristic values.</p>\n<p>The model is of the solid block type with plan dimensions 1.0 x 1.0 m and a height of 3.0 m made of C30/37 concrete supported by a rigid surface support in the Z direction. Only for the sake of the stability of the analysis model, the X and Y directions are also included on the surface support with a neglectable stiffness value. The load is applied in two steps. In the first step, a hydrostatic pressure (σ<em><sub>c,</sub></em><sub>1</sub> = σ<em><sub>c,</sub></em><sub>2</sub> = σ<em><sub>c,</sub></em><sub>3</sub>) of 20 MPa is applied to the model. This high value, relative to the concrete strength, was chosen mainly to demonstrate the stability of the computational model.</p>\n<figure data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7494607-2b43-4caa-a8e1-0f4288da7e11/Tri-axial%20test.png\" data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Triaxial test setup - model, load, and boundary conditions}}}\\]</em></p>\n<p>After calculating the model, we get the value σ<em><sub>c,eq</sub></em> = 0 MPa in the whole model. This corresponds to the previous definition of the implementation of the Mohr-Coulomb&nbsp;plasticity theory in Detail.</p>\n<figure data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb50b0f7-cced-42a8-ae95-53f49b768cdb/Eq%20stress%20step%201.png\" data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Equivalent Principal Stress - first calculation step}}}\\]</em></p>\n<p>In the second step, a surface load of 50 MPa is applied to the upper surface of the model. Note that this load is higher than the considered axial compressive strength of concrete of 30 MPa. The objective of the test is to demonstrate that no load greater than the compressive strength of the concrete will be applied in this step. The calculation should, therefore, stop so that the applied load equals the resulting value of σ<em><sub>c,eq</sub></em>.</p>\n<p>Let us now look at the results. As expected, the calculation was stopped because the plastic strain criteria in the concrete, which is 5%, were exceeded.</p>\n<figure data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0aeb3a83-a813-4b7e-ab8a-2c5be92749fe/Stop%20criterion%20after%202.%20step.png\" data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Calculation result after the second step}}}\\]</em></p>\n<p>If we go through the results, we find that they match the assumptions defined above. This shows that the concrete model in Detail works correctly in terms of active confinement.</p>\n<figure data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/399058ba-db6c-445e-8468-98eb0a4d4607/Load%20stress%20step%202.png\" data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad a) Applied load in step 2; b) Equivalent principal stress; c) Principal stresses σc,3 a σc,1}}}\\]</em></p>\n<p>The stress peaks that can be observed at the top and bottom surfaces are caused by the way of applying surface load and surface support to the edges of the mesh from tetrahedral elements with nodal rotations. And also the fact that the maximum nodal values from adjacent finite elements are always displayed in the Detail application. However, the subject of this article is not the specification of this method, so we will not pursue it further.</p>\n<h4>ABAQUS verification</h4>\n<p>In the next step, we will look at a comparison with models created in ABAQUS, where Mohr-Coulomb&nbsp;plasticity theory is also used to define concrete. We will compare the results from Detail with a real concrete model with an internal friction angle of 30°. Thus, we demonstrate the conservativeness of the approach in 3D CSFM.</p>\n<figure data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8d6859d-2d6f-4ac9-ab6c-1d1aa11c4d42/Tri-axial%20ABAQUS.png\" data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad ABAQUS model: a) Concrete mesh 2; b) Load definition; c) Principal stresses σc,3}}}\\]</em></p>\n<p>In ABAQUS, we created a model similar to the model in Detail. The definitions of material, boundary conditions, and loads are identical. On the other hand, the concrete mesh is simplified. The results for two calculations, one using <em>φ = 0°; c = 15 MPa and the second φ = 30°; c = 8.65 MPa</em>, are shown in the graph below as well as the comparison with other angles of internal friction <em>φ =&nbsp;</em>10°, 20°, 40°.</p>\n<figure data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d7b7d8b7-4c82-42de-bcb4-f3c0c8b93f48/Tri-axial%20ABAQUS%20comparison.png\" data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Comparison of 3D CSFM, an ABAQUS model with various angles of internal friction }}}\\]</em></p>\n<p>The graph shows the match between the 3D CSFM and ABAQUS models for <em>φ = 0°</em>. It is also clearly illustrated that the simplifications in the definition of the concrete material in 3D CSFM (the horizontal plastic branch of the stress-strain diagram and horizontal Mohr-Coulomb linear envelope), which lead to both better clarity and, more importantly, faster calculation, also lead, at least in terms of tri-axial stress, to conservative results.&nbsp;</p>\n<p>As a last point, it is worth mentioning that if we consider a hydrostatic stress higher than 20 MPa, the difference between models <em>φ = 0°</em> and other angles would be even greater.</p>\n<h2>Conclusion</h2>\n<p>It was shown and explained that the calculation in 3D CSFM is consistent with the assumptions reported in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>. This was verified by comparison with ABAQUS models and the conservatism of the 3D CSFM approach to the tri-axial stress phenomenon was demonstrated.</p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In this article, we present a unit test study aimed at verification 3D-CSFM of concrete anchor pull-out behavior through a direct comparison with experimental results<sup>[1]</sup>. The focus of our investigation lies in evaluating the predictive capabilities of numerical models in capturing the key aspects of anchor behavior, including failure modes, and ultimate capacity. Our study encompasses a diverse range of anchor diameters, from &nbsp;10mm up to 32mm reflecting the variability encountered in practical engineering scenarios. Allowing us to discern any diameter-dependent trends and assess the robustness of 3D-CSFM across different scales. It is noteworthy to mention that all simulations are conducted within 3D-CSFM, a method implemented in IDEA StatiCa Detail, utilizing default settings for all parameters.&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the 3D-CSFM's performance in modeling post-installed bonded anchors, we must consider two failure modes:<strong> pull-out</strong>, where the bond stress (τ<sub>b</sub>) is equal to design bond stress (τ<sub>bd</sub>), and <strong>yielding of the anchor itself,</strong> meaning limit <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">plastic strain</a> is reached.<br>\n</p>\n<figure data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/194daeb0-87cc-4fe3-9ee0-96b49558ec8d/Table%202.1%20failure%20modes%20N.png\" data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this study, Hilti HIT-RE500 - SD Injectable Mortar with Reinforcement (500B) anchors were modelled in IDEA StatiCa Detail and the results compared with the experimental data<sup>[1]</sup>.&nbsp;</p>\n<p>The dimensions of the concrete blocks and their reinforcement were carefully considered to mitigate any potential effect on pullout behavior, thus ensuring the validity of the experimental results<sup>[1]</sup>. One concrete block size was used for all anchor unit tests (1.0x1.0x0.5 m; WxDxH). The block is reinforced by bars of steel B 500B and diameter of 8-14 mm. 8 layers of bars around each surface (except for bottom surface, rebars are modeled as continuous through the bottom support) with distance layer of 135.0 mm. &nbsp;All safety factors prescribed by relevant building codes were rigorously adhered to, with a setting of 1.0 employed throughout the calculations. The size of the anchor hole compared to the diameter of the anchor itself was not explicitly considered in the calculation model.</p>\n<figure data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/52eccae5-c38d-4c38-af89-01f276369a6d/01_rebars.png\" data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1 Side view of a reinforced concrete block with glued in anchor}}}\\]</em></p>\n<figure data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0069a93-e7cd-4f0a-bbc4-2493b3d702ab/Concrete_block.png\" data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2 View of a reinforced concrete block with highligted anchor. Diameter of anchor equals to 16 mm }}}\\]</em></p>\n<p>The anchor bond strength, a critical parameter in anchorage design, was determined to be 15.4 MPa according to experiments consideration<sup>[1]</sup>, and 12.0 MPa for the second verifying model. Similarly, according to the experiment, the length of the anchor embedment in the concrete block was consistently determined. The additional 50 mm length of the anchor above the concrete block to which the axial tensile force was applied were considered in the model. In this test, anchors with a diameter of 10mm, 12mm, 16mm, 20mm, 25mm, 32mm were compared with experimental results. Experimental set ups summarized in Table 2.2.</p>\n<figure data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f3ccf8a-b9a2-4995-ac89-008aa7fb640d/experimental%20set%20up.png\" data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" alt=\"\"></figure>\n<p>Utilizing a 3D-CSFM Solid Block model, the analysis encompasses a comprehensive examination of various aspects including anchor pull-out characteristics, determination of critical load thresholds, and nuanced prediction of failure modes.&nbsp;</p>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchor used in the CSFM analysis are summarized in Table 2.2. The yield stress (\\(f_{yk}\\)) and the ultimate stress (\\(k \\times f_{yk}\\)) of the reinforcement, as well as the compressive strength (\\(f_{ck}\\)), plastic strain (\\(\\epsilon_{c2}\\)), and limit plastic strain (\\(\\epsilon_{cu2}\\)) of the concrete, were selected based on the conditions noted in the experiment remarks. The Bond Strength is also specified by the manufacturer in the provided prospectus.</p>\n<figure data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a9a5af3d-6615-4779-ba52-2c901ef58195/Table%202.3%20materials%20N.png\" data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3 Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B 500B, (b) Stress-strain diagram of concrete C30/37 }}}\\]</em></p>\n<h2>Comparison with experimental results&nbsp;</h2>\n<p>This section compares experimental results from the manufacturer with the ultimate loads and failure modes predicted by the 3D-CSFM. Six instances of ultimate pull-out load, corresponding to various anchor diameters, were matched against outcomes from the 3D-CSFM. Additionally, a specific failure mode was determined for each anchor diameter.</p>\n<h2>Failure modes and ultimate loads</h2>\n<p>Table 2.4 presents a comprehensive summary of the ultimate loads recorded in experimental tests (P<sub>u,exp</sub>) and those predicted by the 3D-CSFM (P<sub>u,3D-CSFM</sub>), along with the corresponding failure modes. Ratios exceeding one indicate that the model's predictions are conservatively higher than the measured values. As evidenced in Table 2.4, the primary failure modes predicted by all 3D-CSFM analyses are consistent with the experimental findings, although some discrepancies in specific failure subtypes are noted for larger diameters. The 3D-CSFM predictions are generally accurate, with slightly conservative tendencies indicated by ratios greater than 100% for the larger diameters.&nbsp;</p>\n<figure data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d25551c8-8718-45e4-92d4-bac6d6fd355c/Table%202.4%20resultsN.png\" data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" alt=\"\"></figure>\n<p>Additionally values of (\\(P_{u,bar}\\))&nbsp;and (\\(P_{u,bond}\\)) were calculated and added to the table.</p>\n<p>\\(P_{u,bar}=A_{bar}\\cdot k \\cdot f_{yk}\\)</p>\n<p>\\(P_{u,bond}=C_{bar}\\cdot l_{bar} \\cdot \\tau_{bd}\\)</p>\n<p>Where (\\(A_{bar}\\)) is an area of the anchor, (\\(C_{bar}\\)) is the circumference of the anchor, and (\\(l_{bar}\\)) is a length of the anchor in the concrete.</p>\n<p>It can be seen, from the values presented above, that the experiment is set to prove that the solver is able to <strong>correctly calculate combined Pull-out and YA failure mods</strong>.</p>\n<p>In addition, the same models with the bond strength of (\\(\\tau_{bd} = 12.0 MPa\\)) were calculated and compared with analytically determined values of (\\(P_{u,bond}\\)).</p>\n<figure data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/546261bc-f88e-4b6d-92c9-11f86583559a/Table%202.5%20resultsN.png\" data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" alt=\"\"></figure>\n<p>Figure 1.4 corroborates the outcomes indicated in Table 2.4 by showing that the full capacity of bond stress is achieved as well as limit strain, which consequently leads to the failure mode being identified as <strong>Pull-out and YA</strong>.</p>\n<figure data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f19bffb4-36cf-4f83-8f95-bd6788f5d1e4/07_bond%20stress%20a%20strain%20check_12%20mm.png\" data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4 Anchor 16 mm: Strain check value (left) and Bond stress (right) }}}\\]</em></p>\n<figure data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a481fc30-f5f0-436e-baba-f73fcda00ed6/03_Summary_Stress%20flow_32%20mm.png\" data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5 Anchor 32 mm: Stress flow view }}}\\]</em></p>\n<figure data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bbd6ca5b-68ef-41cd-abe9-b54f269efc05/04_Stress%20in%20the%20reinforcement_bar%2025%20mm.png\" data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6 Anchor 25 mm: Stress in the reinforcement }}}\\]</em></p>\n<figure data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bd58d6f-47fb-4d7c-9929-6357eb604c9e/05_Strain%20in%20the%20reinforcement_20%20mm.png\" data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7 Anchor 20 mm: Strain in the reinforcement }}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p><br>\nThe comparison between experimental data<sup>[1]</sup> and the beta version of the 3D-CSFM indicates a satisfactory correlation. Key insights from this preliminary evaluation include:</p>\n<ul>\n  <li>A strong correlation has been established for all anchors, evident in the failure modes observed in models and the values of ultimate loads.&nbsp;</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<h2>References&nbsp;</h2>\n<p>[1] - HILTI. Hilti HIT - RE500 - SD Injectable Mortar with Rebar (500B). HILTI CORPORATION. <a href=\"Https://www.hilti.com.hk/\" title=\"https://www.hilti.com.hk/\"><em>Https://www.hilti.com.hk/</em></a> [online]. 2016 [cit. 2024-04-22]. Available from: <a href=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf\" title=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/submittal-asset-doc-loc-8336225.pdf\">https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf</a></p>\n<p><br></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>This article presents a unit test for the 3D Compatible Stress Field Method (3D-CSFM) applied to cantilever beams with variations in length, reinforcement, and concrete grades. The 3D-CSFM enhances the established <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">2D-CSFM</a>, both integral to IDEA StatiCa Detail. Released in beta, the 3D-CSFM adheres to the foundational principles of its 2D predecessor. The assessment of the FEA model is currently being refined to ensure that the results accurately reflect the appropriate behavior. Comparison comes from a series of unit test that were conducted during the process of development and include results from 2D-CSFM and analytical norms from Eurocode 2: Design of concrete structures - Part 1-1, chapter 6.1. The 3D approach in IDEA StatiCa Detail &nbsp;features two primary classes of models: the \"wall element\" and the \"solid block.\" Both are further elaborated within the article, using standard settings in IDEA StatiCa Detail.<br>\n&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the performance of the 3D-CSFM in comparison to the 2D-CSFM and established analytical methods, we classify observed failure modes into three categories: Concrete crushing (C) and yielding of flexural reinforcement (R), or a combination of these two (CR). This classification allows for a structured comparison of failure mechanisms as predicted by different modeling approaches. Table 2.1 defines mentioned failure types by specifying material limit values. The models were specifically designed with robust shear reinforcement to exclude failure due to shear and focus solely on simple bending behavior.</p>\n<figure data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0720838b-3afd-4c1c-8fbe-493b84081581/Table%202.1.png\" data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In the tests, the loads were defined differently based on the model type: as a line load measuring 0.3 m at the end of the beam for the 2D-CSFM, the 3D-CSFM wall element, as a surface load (0.3 x 0.3 m) at the end of the beam for the 3D-CSFM solid block, and as point load in the analytical approach with a location corresponding to resultant force of the previous types.</p>\n<p>There are two types of setup in these sets: <strong>WC </strong>(Weak concrete) <strong>WR</strong> (Weak reinforcement).</p>\n<p>The flexural reinforcement in the models consisted of continuous reinforcing bars with a diameter of Ø = 20 mm. The WR (Weak Reinforcement) model utilized two reinforcement bars, while the WC (Weak Concrete) model included six. The shear reinforcement, made up of Ø = 10 mm stirrups spaced 100 mm apart, was deliberately designed to be robust, thereby precluding any shear failure mode. The shear reinforcement is consistent for all the models.</p>\n<p>The WC are of a concrete grade C16/20 featuring six reinforcement bars, and WR setups using concrete grade C40/50 with two reinforcement bars. The lengths of the test examples varied, measuring 1.0m, 2.5m, and 4.0m.</p>\n<p>Considering all the variations mentioned, this unit test resulted in six different models. These models are described in detail in Table 2.2.</p>\n<figure data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/510dc859-ebc9-4e7f-ba90-e8cd0c064585/Table%202.2%20unit%20test.png\" data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" alt=\"\"></figure>\n<figure data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5820b312-337f-4828-a871-938aa2412b5b/Cross_section_view_with_dimension%20_without_stirrups.png\" data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1\\qquad Cross-section set ups:&nbsp;(a) - WC, (b) - (WR)}}}\\]</em></p>\n<figure data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a770e52-890d-495d-952a-173c2a1baa8a/All_canilever_in_one.png\" data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2\\qquad Length set ups:&nbsp;(a) - 1.0 m, (b) - 2.5 m, (c) - 4.0 m}}}\\]</em></p>\n<h2>Material properties</h2>\n<p>The material properties of concrete and flexural reinforcement used in the&nbsp;<a data-item-id=\"eaab962d-ba44-4ee0-8fa7-45193c9f52b5\" href=\"\">CSFM</a>&nbsp;analysis are summarized in table 2.2<strong>.</strong> The yield stress (f<sub>yk</sub>) and the ultimate stress (k*f<sub>yk</sub>) of the reinforcement as well as the compressive strength (fck), plastic strain(ɛ<sub>c2</sub>) and limit plastic strain (ɛ<sub>cu2</sub>) of the concrete and were selected to clearly illustrate the behavior of the materials under stress.<em>&nbsp;</em></p>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B500N, (b) Stress-strain diagram of concrete C16/20 and C40/50&nbsp;}}}\\]</em></p>\n<figure data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1768bd9b-d9be-4e3c-920c-92695c031d8d/table%202.3_material%20properties_2.png\" data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" alt=\"\"></figure>\n<h2>Modelling with 3D-CSFM</h2>\n<p>In the IDEA StatiCa Detail application, there are model types: the 2D model type utilizes the established CSFM method, while the 3D model type features the newly developed beta version of the 3D-CSFM method. Within the 3D model type, users can choose between two classes of models: 3D Wall and Solid Block.&nbsp;</p>\n<ul>\n  <li>Each class of 3D models within IDEA StatiCa Detail utilizes a different mesher, specifically chosen and optimized for fast and stable calculations. The shape and size of the mesh elements are finely tuned to enhance the performance and accuracy of model computations.&nbsp;</li>\n  <li>Both 3D model classes in IDEA StatiCa Detail use tetrahedron elements for meshing. Specifically, the 3D wall class features mesh elements shaped in a ratio where one dimension is significantly smaller than the other two, effectively mirroring the shape of a wall. This design choice optimizes the mesh for accurate representation and analysis of wall-like structures. The model class \"Solid Block\" general size mesh elements, which are designed to provide a balanced approach to meshing that is suitable for a wide variety of solid geometries. This method ensures efficient and effective analysis across different scenarios.</li>\n  <li>The material of the 3D Wall model is designed as an orthotropic material. This means that the lateral shear stress is transferred by the concrete, accommodating the unique structural behaviors typical of wall elements.&nbsp;</li>\n  <li>To ensure optimal meshing for the 3D wall model class, tailored for wall structures, the mesh multiplier factor was adjusted to 0.7. This was crucial to match the number of elements with those in the Solid block model class, which was set up for the unit test using default settings.</li>\n</ul>\n<h4>Geometry</h4>\n<p>When defining the geometry of the tested specimen in the IDEA StatiCa Detail application (both 2D and 3D environment), the length was set as the variable length (1.0m, 2.5m, 4.0m) plus an additional 1.15 meters. On this additional length of 1.15 meters, supports were defined on top and bottom surfaces with rigid stiffness in all directions.</p>\n<h4>Loads</h4>\n<p>In the tests, the loads were defined differently based on the model type. In the 2D model type, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment on 3D Wall model class, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment for the solid block model class, the load was applied as a surface load measuring 0.3 x 0.3 m at the end of the beam. In the analytical approach, a point load was utilized, positioned to correspond with the resultant force derived from the other model types.</p>\n<figure data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/630701e4-9e3a-4cea-8b94-97519b401a04/Solid%20block%20WC%205%20m%20load.png\" data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4\\qquad Surface load on Specimen: 3D Solid Block WC 4.0}}}\\]</em></p>\n<h2>Calculated Critical Load&nbsp;</h2>\n<p>In the comparison figure 1.5 featuring six model variants distinguished by length and options of WC (weak concrete) and WR (weak reinforcement), the 3D methods generally exhibit a solid match. Notably, the 3D Wall model class's mesh factor was adjusted to 0.7 to equalize the number of elements across the model's height, making it comparable to the solid block general model. The 3D results are slightly higher than the 2D CSFM solutions, as expected due to the inclusion of triaxial stresses and simplifications in 2D CSFM. Analytical results align with 3D and 2D CSFM in most cases, except for higher values in short 1.0 m WC and WR scenarios, where shear interactions (concrete strut in compression) significantly impact but are overlooked analytically, explaining the lower values from 3D models. This is corroborated by 2D CSFM results.</p>\n<figure data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/870661e6-e17d-4c74-af56-6e6001ceb548/critical_load_chart.png\" data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5\\qquad Calculated Critical Load}}}\\]</em></p>\n<h2>Load-deformation response</h2>\n<p>The comparison of diagrams across the different methodologies reveals distinct behavior patterns for each. The 2D-CSFM is depicted with a black dotted line, the 3D-CSFM Wall model class with a red solid line, the 3D-CSFM Solid block model class with a blue dotted line, and the standard approach based on section check according to EN with an orange solid line. Displacement and forces were measured from the end of the cantilever.&nbsp;</p>\n<p>In the diagrams, the analytical results are represented by a constant line, indicating that only a single value for the bending resistance of the given specimen is obtained. This portrayal underscores the static nature of analytical results in contrast to the incremental approach for nonlinear solution.</p>\n<p>In Figure 1.6, there was a strong correlation between the results from the 3D-CSFM and the 2D-CSFM across all tests, aligning well within the range of available measurement data. The analytical approach, however, showed higher force values, anticipated due to its exclusion of shear resistance interaction, especially significant given the beam's 1.0 m length. This highlights the analytical method's limitations in fully capturing the comprehensive forces affecting the specimen.&nbsp;</p>\n<figure data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c59c4c0-8f1c-4043-992d-16b8ac9d8323/WC%201.0%20Chart.png\" data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6\\qquad Calculated Load-Deformation respond: (a) WR 1.0, (b) WC 1.0&nbsp;}}}\\]</em></p>\n<p>In Figure 1.7, which captures load-deformation responses for models with a length of 2.5 meters, all methods show a great match in results. Both 3D models align closely with the analytical results calculated by EN. Comparatively, the 3D method exhibits slightly higher values than the 2D CSFM solution, yet these differences remain within a tolerable margin.</p>\n<figure data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/96d9b437-92a2-4782-aec4-e57bed98a45e/chart%20wc%202.5m_1.2.png\" data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7\\qquad Calculated Load-Deformation respond: (a) WR 2.5, (b) WC 2.5}}}\\]</em></p>\n<p>In the final Figure 1.8, a good correlation is observed among the methods, with the 3D models displaying higher values than both benchmark results. These variances, however, remain within acceptable limits.</p>\n<figure data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/674b490f-3316-49f4-a4c5-9ade9016f9b9/WC%204.0%20Chart.png\" data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.8\\qquad Calculated Load-Deformation respond: (a) WR 4.0, (b) WC 4.0}}}\\]</em></p>\n<figure data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1db0002e-c422-4908-848d-91fb304e18b2/Table%202.4%20failure%20modes.png\" data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" alt=\"\"></figure>\n<figure data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9154f3e-bcff-4de3-8502-63e1e6cd8601/Comparasion_Detail_to_Capacity.png\" data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" alt=\"\"></figure>\n<figure data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63db0112-123a-4fe9-9a12-29e7c2d24b37/sigma_s_wr_5.png\" data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.9\\qquad Calculated value of reinforcement stress&nbsp;on WR 4.0 different model types:&nbsp;(a) 2D, (b) 3D - Solid Block, (c) 3D - Wall}}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p>Given the close alignment between the 3D-CSFM results and those from 2D-CSFM and analytical methods, several conclusions can be drawn:</p>\n<ul>\n  <li>The newly developed 3D-CSFM, although still in its beta version, is already demonstrating promising results.</li>\n  <li>In the load-deformation response and critical load evaluations, the 3D-CSFM shows a strong alignment with the analytical approach where shear effects are minimal. However, in scenarios where shear interactions significantly influence structural resistance, a decrease in resistance is observed. This is an expected outcome and validates that the solver is performing correctly.</li>\n  <li>In the analysis of a cantilever beam subjected to simple bending, both classes of 3D models—the Wall Element and Solid Block—exhibit similar behavior. This consistency underscores the robustness of the 3D-CSFM approach in modeling such structural scenarios.</li>\n</ul>"
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                    "value": "<h2>Introduction</h2>\n<p>The passive confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to confinement provided by surrounding materials, such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Mechanisms of passive confinement</strong>:\n    <ul>\n      <li><strong>Internal confinement</strong>: Achieved through transverse reinforcement such as ties, stirrups, or spirals within reinforced concrete. These reinforcements prevent the concrete from cracking and bulging outward.</li>\n      <li><strong>External confinement</strong>: Involves the use of external materials like fiber-reinforced polymer (FRP) wraps, steel jackets, or concrete jackets applied around the structural member. This method is often used for retrofitting and strengthening existing structures.</li>\n    </ul>\n  </li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Confinement is widely used in the design of columns, bridge piers, and other critical structural elements. It is also used in retrofitting and strengthening existing structures to improve their load-carrying capacity.</li>\n</ol>\n<p>In the following figure, you can observe how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff38065e-58f4-4de6-ae36-7f859e63e19f/Passive%20confinment%20model.png\" data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Stress-strain model proposed for monotonic loading of confined and unconfined concrete [2]}}}\\]</em></p>\n<h2>Columns subjected to high compressive loading&nbsp;– a passive confinement example</h2>\n<p>In this example, we compare several differently shaped columns subjected to high compressive loading with different topologies and reinforcement ratios, calculated in IDEA StatiCa Detail and calculated by different analytical approaches by Morger, et al. [1], which are given in several current standards –&nbsp;<em>fib</em> Model Code for Concrete Structures 2010 (MC 2010) [3], SIA 262:2013 Concrete Structures (SIA 262) [4], and Eurocode 2 - Design of concrete structures EN 1992-1-1:2023 (EC 2) [5].</p>\n<p>Before we get into the verification itself, let's recall the theoretical basics of 3D CSFM implemented in the application IDEA StatiCa Detail – <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h3>Analytical methods</h3>\n<p>The whole verification is based on the analytical approaches already mentioned in [1]. In this text, we will only give a basic description of the analytical methods of calculation including the relevant formulas. For a better understanding, we recommend studying the paper [1] in more detail.</p>\n<p>The load-bearing resistance of an RC member in compression can be obtained by summing up the three individual components with their associated cross-sectional areas: (i) the uniaxial concrete compressive strength of the entire concrete cross-section, (ii) the compressive strength of the longitudinal reinforcement, and (iii) the increase in concrete compressive strength due to a triaxial stress state provided by confining reinforcement:</p>\n<p>\\[N_{R}=\\underset{(i)}{\\underbrace{f_{c}\\cdot A_{c}}}+\\underset{(ii)}{\\underbrace{(f_{sy.l}-f_{c})\\cdot A_{s.l}}}+\\underset{(iii)}{\\underbrace{\\Delta f_{conf}\\cdot A_{conf}}}\\]</p>\n<p>where <em>f</em><em><sub>c</sub></em> = uniaxial concrete compressive strength, <em>A</em><em><sub>c</sub></em> = concrete cross-section area, <em>f</em><em><sub>sy,l</sub></em> and <em>A</em><em><sub>s,l</sub></em> = yield strength and total cross-sectional area of longitudinal reinforcement, <em>Δf</em><em><sub>conf</sub></em> = concrete compressive strength increase due to confinement, and <em>A</em><em><sub>conf</sub></em> = governing confined concrete area.</p>\n<p>In this article, the coordinate system of an RC member in compression is chosen such that the loading direction coincides with the x-axis, which is referred to as the longitudinal direction. The y and z-directions are, thus, referred to as lateral directions.</p>\n<figure data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6623bde0-2bef-429d-bdc7-8619c947b2a0/most%20important%20geometrical%20parameters.png\" data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Definition of most important geometrical parameters [1]}}}\\]</em></p>\n<p>The increase of the concrete compressive strength <em>Δf</em><em><sub>conf</sub></em> due to confinement is approximately four times the lateral compressive stress [6].</p>\n<p>\\[\\Delta f_{conf}=4\\cdot min(\\sigma_{confy},\\sigma_{confz})\\]</p>\n<p>Assuming yielding of the confining reinforcement and full dispersion of the confining forces, the confining stresses follow equilibrium as:</p>\n<p>\\[\\sigma_{confy}=\\frac{\\sum A_{s.confy}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csz}};\\sigma_{confz}=\\frac{\\sum A_{s.confz}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csy}}\\]</p>\n<p>Where <em>f</em><em><sub>sy.conf</sub></em> is the yield strength of confining reinforcement.</p>\n<p>The following sub-sections present the different existing approaches to determine the governing confined concrete area <em>A</em><em><sub>conf</sub></em> (and the corresponding effectiveness factor k) according to current design guidelines (EC 2, SIA 262, and MC 2010) and according to a new model approach for passive confinement presented in [1].</p>\n<h4>Design approaches according to design guidelines</h4>\n<p><strong>EC2 </strong>determines the governing confined concrete area <em>A</em><em><sub>conf,EC2</sub></em> based on arching action between the discretely distributed load introduction points of the confining reinforcement.</p>\n<p>\\[A_{conf.EC2}=\\underset{A}{\\underbrace{\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)}}\\cdot \\underset{B}{\\underbrace{\\left( \\frac{(b_{csy}\\cdot s_{x}/2)\\cdot(b_{csz}-s_{x}/2)}{b_{csy}\\cdot b_{csz}}\\right)}}\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>This equation, applicable to rectangular crosssections, is based on the work of Mander [2]. For more information and an understanding of parts A and B, refer to [1].</p>\n<figure data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/38782f2d-a9f4-4eb7-a10b-16a298b9d0bc/Confined%20concrete%20area%20according%20to%20EC2.png\" data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Definition of confined concrete area according to EC 2: (a) confined concrete area at the section of a confining }}}\\) \\( \\textsf{\\textit{\\footnotesize{reinforcement layer (e.g., x = sx/2), (b) and (c) longitudinal dispersion of confining forces, (d) governing confined concrete }}}\\) \\( \\textsf{\\textit{\\footnotesize{area at the center between two confining reinforcement layers (e.g., x=0, dotted lines indicating section from (a) as reference).}}}\\)</em></p>\n<p>It is worth mentioning that in EC2, the effectiveness factor of the confining reinforcement&nbsp;<em>k</em> is used to express the load-bearing resistance. Factor <em>k</em> is the ratio between the governing confined concrete area <em>A</em><em><sub>conf</sub></em> and the cross-sectional area Ac.</p>\n<p>\\[k=\\frac{A_{conf}}{A_{c}}\\]</p>\n<p>Using this factor, the load-bearing resistance <em>N</em><em><sub>R</sub></em> can be rewritten as:</p>\n<p>\\[N_{R}=\\left( f_{c}+k\\cdot \\Delta f_{conf}\\right)\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}\\]</p>\n<p>The effective factor is then defined as:</p>\n<p>\\[k=\\left(\\frac{b_{csy}\\cdot b_{csz}-\\frac{1}{6} \\sum b_{i}^{2}}{b_{cy}\\cdot b_{cz}}\\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>For the purposes of this article, however, we will stick to the load-bearing resistance <em>N</em><em><sub>R</sub></em> expression from the beginning of the chapter over the use of the governing confined concrete area <em>A</em><em><sub>conf</sub></em>.</p>\n<p><br></p>\n<p><strong>SIA 262</strong> defines the governing confined concrete area <em>A</em><em><sub>conf,SIA262</sub></em> based on the stress field illustrated in Figure 4, proposed by Sigrist [7].</p>\n<p>\\[A_{conf.SIA262}=(b_{csy}-s_{x})\\cdot (b_{csz}-s_{x})\\]</p>\n<figure data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/347a80eb-2fa9-45fb-905b-0467fd46546f/Confined%20concrete%20area%20according%20to%20SIA%20262.png\" data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Definition of the confined concrete area according to SIA 262: (a) stress field and (b) lateral section at the level&nbsp;}}}\\) \\( \\textsf{\\textit{\\footnotesize{of the confining reinforcement (e.g., x = sx/2).&nbsp;}}}\\)</em></p>\n<p><br></p>\n<p><strong>MC 2010</strong> defines the governing confined concrete area as a combination of the two models forming the basis of the EC 2 and SIA 262 formulation:</p>\n<p>\\[A_{conf.MC2010}=\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)\\cdot \\left( \\frac{(b_{csy}\\cdot s_{x})\\cdot(b_{csz}-s_{x})}{b_{csy}\\cdot b_{csz}}\\right)\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csz}} \\right)\\]</p>\n<p><br></p>\n<p><strong>The new model approach for passive confinement</strong> introduced in [1] defines the simplified confined concrete area <em>A</em><em><sub>conf,simp</sub></em> as a function of the confining reinforcement geometry and spacing.</p>\n<p>\\[A_{conf.simp}=\\left(b_{csy}-\\frac{\\sqrt{s_{x}^{2}+s_{z}^{2}}}{2}\\right)\\cdot \\left(b_{csz}-\\frac{\\sqrt{s_{x}^{2}+s_{y}^{2}}}{2}\\right)\\]</p>\n<h3>IDEA StatiCa Detail models</h3>\n<p>Models are of the solid block type with various plan dimensions <em>b</em><em><sub>cy</sub></em> x <em>b</em><em><sub>cz</sub></em>, height <em>h</em><em><sub>x</sub></em>, and stirrups distance <em>s</em><em><sub>x</sub></em> made of C30/37 concrete supported by rigid surface support in the X, Y, Z direction at the bottom surface. For the sake of the stability of the top concrete cover in the model, the top surface is also supported in horizontal directions by rigid support. Concrete cover <em>c</em> is 30 mm for all models. There are always four longitudinal rebars with the diameter <em>Φ</em><em><sub>s,l</sub></em><em> = 10 mm</em>. Stirrups, the confining reinforcement, and longitudinal bars are modeled from steel B500B. All calculations are in characteristic values.</p>\n<figure data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6056a8a4-94ea-43e1-974d-f85cd120b862/Passive%20confinement%20models.png\" data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad IDEA StatiCa Detail models a) 0.75 x 1.5 x 4.0; b) 1.0 x 1.0 x 4.0; c) 0.75 x 2.5 x 5.0; d) 2.0 x 2.0 x 6.0}}}\\]</em></p>\n<p>A load greater than the expected load capacity is always applied. The program then searches for the maximum possible applicable load so that one of the defined criteria is not exceeded. In this case, it is always the limit strain criterion of the stirrup reinforcement, which is a maximum of 5%, but due to the implemented Tension stiffening, the limiting value is usually lower. For more details, see <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>.&nbsp;</p>\n<p>In the following figure, it can be seen that the calculation of model 0.75 x 1.5 x 4.0 was stopped and a multiple of the applied load was found as the maximum load that the element can resist.</p>\n<figure data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/358337a5-e90c-487d-b844-b595f16be1f0/Passive%20confinement%20limit%20strain.png\" data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad IDEA StatiCa Detail – limit strain in reinforcement}}}\\]</em></p>\n<h3>Comparison of individual models</h3>\n<p>In the following tables and graphs, we present a comparison of all models created in the IDEA StatiCa Detail application and analytical approaches, including all intermediate results for one rectangular and one square model. However, there are auxiliary variables that need to be defined first.</p>\n<p><em>Φ</em><em><sub>s,l</sub></em> and <em>Φ</em><em><sub>s,conf</sub></em> are the diameters of longitudinal and confining reinforcement, <em>n</em><em><sub>y</sub></em> and <em>n</em><em><sub>z</sub></em> are the numbers of spaces <em>s</em><em><sub>y</sub></em> and <em>s</em><em><sub>z</sub></em> (meaning that the number of stirrup legs is <em>n+1</em>), <em>N</em><em><sub>R,uncf</sub></em> and <em>N</em><em><sub>R,conf</sub></em> are defined as follows:</p>\n<p>\\[N_{R,uncf}=f_{c}\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}; N_{R,conf}=\\Delta f_{conf}\\cdot A_{conf}\\]</p>\n<h4>Rectangular model a) 0.75 x 1.5 x 4.0</h4>\n<figure data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/03c627fb-abc9-460a-8076-320591572b40/0.75_1.5_4%20-%20intermidi.png\" data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" alt=\"\"></figure>\n<figure data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/abdce0f1-fc7d-4ee0-8e9e-ff7e68387e74/0.75_1.5_4%20-%20capacity.png\" data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" alt=\"\"></figure>\n<figure data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5975a9e8-2bfb-4d3d-82af-b7e0195c1cfc/0.75_1.5_4%20-%20ratios.png\" data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" alt=\"\"></figure>\n<figure data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0d6eed8-4316-4d91-a606-60b0d0a404f1/0.75_1.5_4%20-%20lbc.png\" data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ee09da0c_0ef6_0164_bae7_ba88270dd704\"></object>\n<h4>Square model b) 1.0 x 1.0 x 4.0</h4>\n<figure data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9043e607-1941-47ac-9832-5d5306eda1f0/1_1_4%20-%20intermidi.png\" data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" alt=\"\"></figure>\n<figure data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d08268c-6815-4628-84dc-361c064a4978/1_1_4%20-%20capacity.png\" data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" alt=\"\"></figure>\n<figure data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6dee50d-146e-4694-8aaa-1538379b1645/1_1_4%20-%20ratios.png\" data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" alt=\"\"></figure>\n<figure data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a5bbd9cb-0d03-41a0-9606-d1ca3265c9df/1_1_4%20-%20lbc.png\" data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3da22c56_c93b_0195_202d_02df21b941f6\"></object>\n<h4>Rectangular model c) 0.75 x 2.5 x 5.0</h4>\n<figure data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7dde6f32-d58c-4e19-8835-c0101e6c7e62/0.75_2_5%20-%20lbc.png\" data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n14a40d45_5e31_01fa_7d34_725af70e1e3f\"></object>\n<h4>Square model d) 2.0 x 2.0 x 6.0</h4>\n<figure data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/222fccb8-f601-41fe-b2aa-290ae7e5351c/2_2_6%20-%20lbc.png\" data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1bc8ae97_dcc3_0117_d9fb_2be2c6543497\"></object>\n<h2>Conclusion</h2>\n<p>Several conclusions can be drawn from the results presented above. In general, the 3D CSFM results have been shown to be quite conservative, especially for square models where the increase in load capacity due to the confinement is less than half in some examples. Good conformity, within 2% deviation, can be observed for rectangular models. Among the analytical methods investigated, the EC2 approach shows the best match in all models. This verification demonstrates that the use of 3D CSFM is safe from a passive confinement point of view and in accordance with the established methods of standards.</p>\n<h2>References</h2>\n<p>[1] MORGER, Fabian; KENEL, Albin a KAUFMANN, Walter. Passive confinement of reinforced concrete members revisited. Online.&nbsp;<em>Structural Concrete</em>. ISSN 1464-4177. <a href=\"https://doi.org/10.1002/suco.202400209\">https://doi.org/10.1002/suco.202400209</a>.</p>\n<p>[2] Mander JB, Priestley MJN, Park R. Observed stress-strain behavior of confined concrete. J Struct Eng. 1988;114:1827–49. <a href=\"https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)\">https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)</a></p>\n<p>[3] International Federation for Structural Concrete (fib). Model code for concrete structures 2010; 2013.</p>\n<p>[4] SIA. Swisscode SIA 262: concrete structures. Zurich, Switzerland: Swiss society of engineers and architects (SIA); 2013.</p>\n<p>[5] EN 1992-1-1:2023. Eurocode 2—Design of concrete structures—Part 1-1: General rules and rules for buildings, bridges and civil engineering structures; 2023.</p>\n<p>[6] Nielsen MP, Hoang LC. Limit analysis and concrete plasticity. 3rd ed. Boca Raton, FL: CRC Press; 2011. <a href=\"https://doi.org/10.1201/b10432\">https://doi.org/10.1201/b10432</a></p>\n<p>[7] Sigrist V. Zum Verformungsvermögen von Stahlbetonträgern [On the deformation capacity of structural concrete girders]. Doctoral Thesis. ETH Zürich; 1995. <a href=\"https://doi.org/10.3929/ethz-a-001492371\">https://doi.org/10.3929/ethz-a-001492371</a></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In the upcoming article, we aim to explore shear failure in beams with low amounts of stirrups. We will compare experimental data with the 3D-CSFM Solid Block model to analyze load-deformation responses and predict failure modes. This unit test includes three examples, each varying in the amount of reinforcement and dimensions of the beam. Additionally, this article extends the existing verification of the 2D CSFM[1], offering a more detailed examination of mesh variations and the number of examples. All CSFM based methods were conducted in IDEA StatiCa Detail application using mostly default settings. Further insights on this topic will be discussed later in the article.</p>\n<h2>Definition of failure modes</h2>\n<p>To facilitate the comparison of failure modes observed in the experiments with those predicted by the CSFM, the failure modes are categorized as either flexural (F) or shear (S). Although yielding of the reinforcement does not constitute a material failure per se, it is included as a part of the failure mode classification in conjunction with concrete crushing. This distinction is crucial for identifying concrete crushing failures that occur without reinforcement yielding—which are typically very brittle—from those that occur after the reinforcement has yielded, which can demonstrate a degree of deformation capacity.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.1\\qquad Definition of failure modes}}}\\]</em></p>\n<figure data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12ea1af8-8f18-4bfe-9bfa-b939452a7cf1/Failure%20modes.png\" data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this unit test all beams were supported as simple beams and loaded with a single mid-span force. Parameters as dimension reinforcement of the beam can be seen from Fig 2.1. This table includes information such as the diameter of the shear reinforcement (Ø<sub>t</sub>), spacing (s<sub>t</sub>), and the geometric reinforcement ratio (ρ<sub>t,geo</sub>). Additionally, details regarding the flexural reinforcement, including the number (n<sub>l</sub>) and diameter (Ø<sub>l</sub>) of the bars, as well as the geometry of the beams—effective depth (d), shear slenderness ratio (a/d), and width (b)—are presented. The test designated R 500m352, conducted by Huber in 2016[3], utilized specimens reinforced with one-leg hooks. In contrast, test specimens A1 and A3, which were part of an experiment performed by Vecchio and Shim in 2004[2], used two-leg closed stirrups for reinforcement.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.1\\qquad Dimensions and mode of Reinforcement: (a) R500m352, (b) A1, A3 }}}\\]</em></p>\n<figure data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/70aa47e6-ecf5-4b9c-9fd8-53134e2d0446/Reinforcement%20drawing%20scketch.png\" data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.2\\qquad Reinforcement Properties}}}\\]</em></p>\n<figure data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9530187-788b-4ad4-b3ba-e1cfb9174c6b/Reinforcement%20ammount%20properties.png\" data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" alt=\"\"></figure>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchors used in the CSFM analysis are detailed in Table 1.3. Most of the necessary material properties for input into the CSFM were stated in the reports of the given experiments. Values that were not explicitly stated and therefore assumed are marked in the table.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.3\\qquad Material Properties}}}\\]</em></p>\n<figure data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/59eb1c14-1305-4de5-b603-ad45bc2f4816/Material%20properties%20table%206.11.png\" data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.2\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement, (b) Stress-strain diagram of concrete}}}\\]</em></p>\n<h2>Modeling with 3D-CSFM</h2>\n<p>Material and reinforcement parameters utilized in both the 2D and 3D CSFM analyses were sourced from Table 1.2 and Table 1.3, respectively. In the 3D-CSFM, beams were modeled using the solid block model class in IDEA StatiCa Detail. Loading on the beams was applied at mid-span as a surface load over an area of 0.2 m by <em>b</em> (the width of the beam), with the resultant force acting in accordance with experimental data. The support conditions for the beams were modeled as simply supported, utilizing a surface support measuring 0.15 m by 0.30 m. This configuration was designed to replicate experimental setup conditions accurately and provide a realistic simulation of beam behavior under load.</p>\n<p>As previously stated, nearly all parameters, including the mesh size, are maintained as per the default settings in IDEA StatiCa Detail. However, a specific adjustment was made for the modeling of stirrups: the \"Pull-Out model\" was explicitly employed instead of the default \"Tension Chord model\". This model is automatically applied in the 2D-CSFM model under the Beam class for stirrups. The modification was implemented to ensure accurate calculation of stirrups in the 3D-CSFM Solid Block model type within the IDEA StatiCa Detail's <em>developer</em> mode. This adjustment is pivotal for aligning the simulation closely with the physical behaviors observed in experimental setups, particularly in how stirrups are subjected to loads in the models.</p>\n<p>Read more about the Tension Chord model and Pull-Out model in the <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Theoretical background</a><br>\n<br>\nAll partial factors in IDEA StatiCa Detail are set to value 1.0.&nbsp;</p>\n<figure data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3a844f90-c8a4-4621-aab9-a2227b27e7ca/Loads.png\" data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.3\\qquad Loads in IDEA StatiCa Detail: (a) 3D-CSFM: A1 - Vecchio and Shim (2004), (b) 2D-CSFM: R500m352 - Huber (2016)}}}\\]</em></p>\n<h2>Load deformation Response</h2>\n<p>The comparison between the numerical methods and the experimental data can be visualized in Figure 2.4. In this figure, the experimental data is represented by a black dashed line, while the 2D-CSFM is depicted with a blue solid line and the 3D-CSFM with a red solid line. The graphs demonstrate a strong correlation between the numerical methods and the experimental data, indicating that the simulations are effectively capturing the behavior observed in physical experiments. This alignment suggests that the numerical models are robust and provide a reliable basis for analyzing the structural response under tested conditions.</p>\n<figure data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0510583b-9193-40f4-8c43-decf1dec6e5c/load_deformation_respons.png\" data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" alt=\"\"></figure>\n<figure data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c3d23bd-24d9-4eaa-8fcc-e97efac3c08f/load_deformation_respons_a3.png\" data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.4\\qquad Load-Deformation Respons: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<p>The comparison of the critical load can be seen from Figure 2.5 and percentage of compliance from the Table 1.4. For all examples consistent alignment with experimental findings.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.5\\qquad Critical Load: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<figure data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/335a9b22-0c8c-4dc4-b090-3446d94b0040/critical_load.png\" data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.4\\qquad Critical Load comparison}}}\\]</em></p>\n<figure data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cc9573f-e235-4e42-8494-6a1b77eef872/percentual%20difference%20between%20CL.png\" data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.5\\qquad Critical Load and Failure mode type comparison}}}\\]</em></p>\n<figure data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b81c8859-f5a2-446b-865d-1350c9fee7f3/LOAD%20AND%20DEFORMATION.png\" data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" alt=\"\"></figure>\n<h2>Conclusion&nbsp;</h2>\n<p>In the unit test, a comparison is made between the experimental behavior and the CSFM simulations, both in 2D and 3D, of a beam with a low amount of reinforcement. Key insights from the article include:</p>\n<ul>\n  <li>Both the 2D and 3D CSFM simulations closely match the experimental data, demonstrating their capability to accurately predict the structural behavior of beams with minimal reinforcement.</li>\n  <li>The use of solid block modeling in 3D and the equivalent 2D modeling techniques are effective in representing the actual conditions of the beams under load, as validated by the strong correlation with experimental results.</li>\n  <li>The results of the load-deformation response, critical load comparison, and failure mode prediction show a strong agreement with experimental outcomes. This strong alignment underscores the effectiveness and accuracy of the CSFM simulations in modeling the actual behavior of beams under various loading conditions.</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<figure data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d365fafa-2e8b-44aa-9ab3-295954954b39/r500m352%20results%20summary.png\" data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.6\\qquad Stress field results R500m352}}}\\]</em></p>\n<h2>References&nbsp;</h2>\n<p>[1] - Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p>[2] - Vecchio, F.J., and W. Shim. 2004. “Experimental and Analytical Reexamination of Classic Concrete Beam Tests.” Journal of Structural Engineering 130 (3): 460–69.</p>\n<p>[3] -&nbsp;Huber, P. 2016. “Beurteilung der Querkrafttragfähigkeit bestehender Stahlbeton- und Spannbetonbrücken.” PhD thesis, Wien: TU Wien, Faculty of Civil Engineering.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                    "value": "This article aims to verify and validate the performance of in situ bonded anchors with different embedded lengths and compare their performance with relevant standards such as EN 1992-1-1 and the CEB-FIB model code. The main variables that have been examined are the maximal force and failure modes."
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                    "value": "<h2>Introduction</h2>\n<p>Load capacity of anchors bonded in concrete is dependent on many factors. Concrete and anchor material strength and bond between anchor and concrete are crucial material parameters that determine the anchor behavior. Other factor, not of less importance, is the anchor (and possibly whole foundation block) geometry. Length of anchor and presence of other reinforcement plays also an important role in anchor performance.</p>\n<p>The purpose of this article is to verify and validate CFSM based calculation of anchors bonded in reinforced concrete. Various anchor length is chosen according to available literature data [1] for validation. Verification of the presented approach is based on (I) comparison with other well-established software for numerical simulations of material behavior and (II) compliance with standard design codes.&nbsp;</p>\n<h2>Experiment description</h2>\n<p>The experimental campaign [1] involves testing full-size anchors bonded in a concrete block. The rods are made of ribbed bar (FeE500B) and are 20 mm in diameter. For the ribbed bar, the steel yield strength is 585 MPa, the ultimate strength is 700 MPa, the ultimate strain at failure is 16%, and the elastic modulus is 210 GPa. Three different depths (100, 150, 200 mm) are being tested to observe bond, concrete cone, or rod failure. The anchors are cast in a reinforced concrete block (2250x1850x600 mm) to prevent splitting failure and edge effects. The EDF(Electricity of France)-recommended minimum reinforcement is installed, consisting of one layer of 20 and 25 mm diameter ribbed bars in both directions on the upper and lower parts of the block.</p>\n<p>Additionally, some 12 mm diameter stirrups are installed to support the two layers of reinforcement. The reinforcement rate is 0.64%. The concrete grade used is C40/50. The concrete block is secured using two metal sections connected to the test slab with four prestressing bars. No confining pressure is applied around the anchorage. The hydraulic jack is fixed to the anchorage by two symmetrical rods. The quasi-static tensile loading is displacement-controlled with a loading rate of 1 mm/min, and the load is applied until the anchor fails.&nbsp;</p>\n<figure data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bed29f4e-6668-4ca4-86ae-b73971bc6a1a/01.png\" data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" alt=\"\"></figure>\n<p><em>1) Pull out test setup - coming from article: Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths - Fabien Delhomme, Thierry Roure ,Benjamin Arrieta, Ali Limam</em></p>\n<figure data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0476497e-3f50-471c-9816-a328f41dd074/02.png\" data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" alt=\"\"></figure>\n<p><em>2) Reinforcements and anchor layout</em></p>\n<h2>3D CSFM -Compatible Stress Field Method</h2>\n<h3>Theory&nbsp;</h3>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;Mohr-Coulomb&nbsp;plasticity theory for monotonic loading. The method&nbsp;examines concrete behavior in terms of principal stresses, while neglecting the concrete tensile strength. The effect of concrete tension is only taken into account in Tension stiffening of steel rebars.<br>\nThe reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM&nbsp;is not suitable for simulating plain concrete&nbsp;due to the absence of tension, which may result in misleading deformation and model divergence. <br>\nGenerally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle&nbsp;<em>φ</em>&nbsp;and cohesion parameter&nbsp;<em>c</em>.&nbsp;3D CSFM assumes a zero angle of internal friction, leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant. More can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Theoretical Background</strong></a><strong> </strong>[2].</p>\n<h3>Model assembly</h3>\n<p>The FEA model is constructed using concrete tetrahedral elements of higher order, with embedded 1D rod representing reinforcements interconnected via MPC( Multi-Point-Constraints) and bond elements to allow slip. The reinforcement bars are split into two surface layers with a cover of 60 mm and shear links (see Fig. 2). The model utilizes surface support with restricted X, Y, Z degrees of freedom over a width of 200 mm. Casted anchors are positioned in the middle of the testing specimen, and the length of the anchor varies from 100-200 mm to test all possible failure modes.</p>\n<figure data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b1fe644-ce49-46f0-8ad6-bd895d4a83f4/04.png\" data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" alt=\"\"></figure>\n<p><em>3) Model assembly</em></p>\n<h3>Anchor model</h3>\n<p>The anchor is modeled using a ROD element that can only transfer compression and tension. The important aspect is the bond model and how the anchor is connected to the surrounding concrete to ensure the flow of forces and stress during an interaction between the concrete, anchor, and reinforcements. The connection has a specific linear shear stiffness G<sub>b</sub>, which depends on the modulus of elasticity of concrete E<sub>cm</sub> and the diameter of the anchor. More about the bond model can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a> [2].</p>\n<figure data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f22d2a3-3f60-40ee-b28d-24bd2439a719/03.png\" data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" alt=\"\"></figure>\n<p><em>4) Bond model and MPC</em></p>\n<h2>Design standards</h2>\n<h3>CEB-FIB mode code 2020</h3>\n<p>The engineers have the support in the code and valid standards. This statement evokes the impulse to compare the experimental solution with code - solutions to verify the safety of current standards and codes. The concrete properties C40/50 have been taken from code properties. Material properties for reinforcement bars and anchors were experimentally tested and the data were provided. We have verified the solution for unconfined concrete and the subcategory of good/other bond conditions. The CEB-FIB mode code [3] provides a clear definition of how the bond works. The inputs have been used for numerical simulation of anchor in ABAQUS [4].&nbsp;</p>\n<figure data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ceffed56-48bf-4482-81b0-c17fd1ed0a14/05.png\" data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" alt=\"\"></figure>\n<p><em>4) CEB-FIB mode code 2020 - Bond model</em></p>\n<h3>Eurocode 1992-1-1</h3>\n<p>The Eurocode 1992-1-1 [5] assumption has been used as a prerequisite for <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>. The rigidly-plastic model with a characteristic and experimental calculated bond model has been used for simulation and comparison with an experimental solution.&nbsp;</p>\n<figure data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e19364e8-9cdf-44a0-902f-f9c8fd581f01/06.png\" data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" alt=\"\"></figure>\n<p><em>5) Eurocode 1992-1-1 and 3D CSFM - Bond model</em></p>\n<h2>Eurocode 1992-4</h2>\n<p>The characteristic values have also been compared with Eurocode 1992-4 [6], which is implemented in <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">IDEA StatiCa Connection</a>. This provides insight into how the reinforcement in the concrete block affects the local behavior of the anchor. It allows checking for effects such as anchor failure in tension and concrete cone breakout.</p>\n<figure data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56e0ddb4-bec2-4b4d-a27f-1f99e44effcc/07.png\" data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" alt=\"\"></figure>\n<p><em>6) a) Rod failure in tension; b) Concrete cone breakout</em></p>\n<h2>ABAQUS - Concrete Damage Plasticity</h2>\n<h3>Assumptions</h3>\n<p><a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">Concrete Damage Plasticity</a>&nbsp;(hereafter CDP) is based on the Drucker-Prager plasticity condition [7]. This model is suitable for materials with internal friction, such as soils or concrete. The tensile strength is significantly lower than the compressive strength and the hydrostatic part of the stress tensor plays a role in the evolution of the plasticity surface. Under general stress, the plasticity condition has the surface of a rotating cone. The material model for compressive and tensile stresses also considers post-critical behavior, which is controlled by the so-called damage parameters, taking values from zero (undamaged) to one (for near-zero stiffness of concrete in compression or tension in the post-critical condition). The larger the damage parameter number, the more the element is violated and does not contribute to the stiffness contribution.</p>\n<h3>Material models</h3>\n<p>The uniaxial material model in compression and tension for concrete is based on Thorenfeldt's theory [8]. All inputs are characteristic values that follow the reliability approach of EN 1992-1-1 [5]. The parameters for material model of reinforcement and anchor are taken from chapter \" Experimental description,\" with linear hardening considered in the plastic branch of the diagram.&nbsp;</p>\n<h3>FEA elements</h3>\n<p>The C3D8, or hexa-element with a linear basis function and eight integration points, was used for the FEM model of concrete. The concrete and reinforcement comprise T3D2 elements that transmit only axial effects. The interaction between the reinforcement and the concrete is provided by MPC constraints on which tension-stiffening is taken into account, which covers, to some extent, the cohesion model or dowel effect.&nbsp;</p>\n<h3>Model assembly</h3>\n<p>The FEA model is designed with symmetry boundary conditions to minimize computation costs and improve the efficiency and speed of the solution. It's important to note that due to the reduced model, the forces on the anchor will reach one-quarter of the maximum force. The mesh has been uniformly distributed using a bias ratio, which consistently decreases the mesh size of the concrete towards the anchor location. The mesh size for concrete is in range ( 5 - 100 mm). Local mesh seeding helps with a gradient of the stresses close to the anchor and more precise results.&nbsp;</p>\n<figure data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb507258-c29b-4abc-bd7c-965939bfcdfe/08.png\" data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" alt=\"\"></figure>\n<p><em>7) Model assembly</em></p>\n<h3>Anchor</h3>\n<p>The anchor is modeled using 3D volume elements. Contact cohesive behavior has been used to model the bond between the concrete and the anchor. The surface interaction enables delamination based on the linear elastic traction-separation law before damage occurs. Hard contact has been used in compression and frictionless behavior in tangential movements. Cohesive behavior in the normal and shear directions has been introduced using volumetric stiffness and damage parameters to represent post-critical behavior. The initiation of post-critical behavior is expressed by maximal bond stress in the normal and shear directions and fracture energy with linear or exponential softening [7].</p>\n<figure data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8c810bb1-8a44-4b29-88f8-d9533f343f91/09.png\" data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" alt=\"\"></figure>\n<p><em>8) Cohesive contact</em></p>\n<h2>Results - Anchor 100 mm</h2>\n<figure data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/804d7639-a2a4-47f2-b8b0-6d2cc5999848/10.png\" data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" alt=\"\"></figure>\n<figure data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61567b62-8af3-439c-b8b1-4a20da9bd210/11.png\" data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" alt=\"\"></figure>\n<p><em>9) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cec61f81-adfb-4c88-bc1e-99e1099f4ede/12.png\" data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" alt=\"\"></figure>\n<p><em>10) Maximal force and utilization versus experiment for anchor 100 mm</em></p>\n<figure data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bd9635c8-63d2-42c8-8d6b-348378f45c67/13.png\" data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" alt=\"\"></figure>\n<p><em>11) Load deformation curve - T103-100 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0d8648d-88fc-4b5f-94ab-eba6ce276ed1/14.png\" data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" alt=\"\"></figure>\n<p><em>12) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 150 mm</h2>\n<figure data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b52615a4-f2bf-4f06-9753-8a8269cc93d6/15.png\" data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" alt=\"\"></figure>\n<figure data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd13fb04-aec5-485e-bca7-c6314e2742df/16.png\" data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" alt=\"\"></figure>\n<p><em>12) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8e058ce-8c24-49f9-8871-73534be84f69/17.png\" data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" alt=\"\"></figure>\n<p><em>13) Maximal force and utilization versus experiment for anchor 150 mm</em></p>\n<figure data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7da761ce-c9a4-4134-b706-8360175152b6/18.png\" data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" alt=\"\"></figure>\n<p><em>14) Load deformation curve - T103-150 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3812fab2-6857-4a01-9a22-a735de4a447f/19.png\" data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" alt=\"\"></figure>\n<p><em>15) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 200 mm</h2>\n<figure data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b31adf4a-cd86-4e05-bf27-bdb4eabf3e9d/20.png\" data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\" alt=\"\"></figure>\n<figure data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/345ce74d-6b1f-4caa-95c8-8e3805edddec/21.png\" data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" alt=\"\"></figure>\n<p><em>16) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0fbdeb33-1c2b-48f9-a3d7-cdb7d77557e4/22.png\" data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\" alt=\"\"></figure>\n<p><em>17) Maximal force and utilization versus experiment for anchor 200 mm</em></p>\n<figure data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8a3f8fee-48f7-47aa-9a14-d54adfbafafb/23.png\" data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" alt=\"\"></figure>\n<p><em>18) Load deformation curve - T103-200 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a7380fbf-4d0a-4a3a-815f-2adf2e2ba902/24.png\" data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" alt=\"\"></figure>\n<p><em>19) Load deformation curve - T103-200 characteristic code data comparison&nbsp;</em></p>\n<h2>Conclusion</h2>\n<p>The experimental campaign successfully investigated the behavior of full-size anchors bonded in a reinforced concrete block, using a comprehensive approach that integrated both experimental testing and numerical modeling. By varying the embedment depths of the anchors (100, 150, 200 mm), the study was able to observe different failure modes, including bond failure, concrete cone breakout, and rod failure. The results were rigorously compared with predictions from the CEB-FIB model code and Eurocodes, validating the safety and reliability of current design standards for such anchorage systems.</p>\n<p>The use of advanced modeling techniques, such as 3D CSFM and ABAQUS simulations with Concrete Damage Plasticity, provided deeper insights into the interaction between the concrete and reinforcement, as well as the bond behavior under quasi-static tensile loading. The findings confirmed the effectiveness of the proposed methods in predicting anchor performance, emphasizing the importance of accurate material modeling and appropriate boundary conditions in such simulations.</p>\n<p>The comparison between the actual behavior observed during the experiment and the numerical solution derived using 3D CSFM and ABAQUS shows an approximate 85% correlation. It can be concluded that no numerical solution exceeds the experimental data and maintains a 15% margin of error compared to the experiment, which is considered acceptable from an engineering perspective. The important aspect is also the failure modes which are fitting, except for the anchor length of 200 mm where in 3D CSFM, a combined mode of concrete cone and pull-out occurred before the steel rod failure. This is because, in this case, the peak loads corresponding to these two failure modes are very close.</p>\n<p>The results obtained from CEB-FIB mode code 2020 and Eurocode 1992-1-1 match the experimental results within the range of 30-40%. This indicates that the approach used in the code ensures safety. It's important to note that the values obtained are characteristic values, not design values, so the actual design strength is even lower.</p>\n<p><strong>The findings of the report should convey to the engineers that the 3D CSFM method yields safe outcomes in compliance with Eurocode 1992-1-1[5], and results in a conservative design that is integrated within the code itself.</strong></p>\n<p>Overall, this study contributes valuable data for improving anchorage design practices, offering evidence that can be used to refine existing codes and ensure that safety margins are adequately maintained in real-world applications. The experimental results, combined with theoretical and numerical analyses, provide a robust framework for understanding the complex interactions in anchored systems, ultimately leading to safe and efficient structural designs.</p>\n<h3>References</h3>\n<p>[1]Delhomme, F. &amp; Roure, Thierry &amp; Arrieta, Benjamin &amp; Limam, Ali. (2015). Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths. Materials and Structures. 49. 10.1617/s11527-015-0616-4.&nbsp;</p>\n<p>[2] \"IDEA StatiCa Detail – Structural Design of Concrete 3D Discontinuities (BETA).\" <em>IDEA StatiCa Support Center</em>, 2023. <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta\">https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta</a></p>\n<p>[3]<strong>International Federation for Structural Concrete (fib).</strong> <em>fib Model Code 2020 for Concrete Structures</em>. Berlin: Ernst &amp; Sohn, 2021.</p>\n<p>[4] ABAQUS Standard User's Manual, Version 6.6*. Washington University in St. Louis, 2006. [<a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm](https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm).\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm]</a></p>\n<p>[5] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-1-1:2004: Eurocode 2 – Design of Concrete Structures – Part 1-1: General Rules and Rules for Buildings</em>. December 2004. <a href=\"https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf\">https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf</a>.</p>\n<p>[6] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-4:2018: Eurocode 2 – Design of Concrete Structures – Part 4: Design of Fastenings for Use in Concrete</em>. Brussels: CEN, April 2018</p>\n<p>[7]<strong>ABAQUS, Inc.</strong> <em>ABAQUS User Subroutines Reference Manual, Version 6.6</em>. Washington University in St. Louis, 2006. <a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html</a>.</p>\n<p>[8] Massone, L. M.; et al. Shear-Flexure Interaction for Structural Walls, 2006. ResearchGate.&nbsp;<a href=\"https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls\">https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls</a>&nbsp;(accessed Jan 01, 2006).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2a28a4d6_9d45_0195_3fa3_bf8595bc294b\"></object>"
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Widget #NaN: support_center_article

Name: RN 25.0/25.1: 3D Detail Loading and Combinations

ID: b01780a3-d07a-4184-bc1a-29a87b138150

Show Raw Data

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    "value": "<h2>Chargement</h2>\n<p>Les cas de charge peuvent être définis de la même manière que pour les éléments 2D en béton armé. Cela signifie que chaque cas de charge peut se voir attribuer un type de charge permanent ou variable. Les cas de charge permanente sont d'abord appliqués au modèle et, après un calcul réussi, les cas de charge variable sont appliqués.</p>\n<p><strong>Type d'impulsions de charge</strong></p>\n<p>Un total de 4 types d'impulsions de charge peut être ajouté à chaque cas de charge.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>La définition des <strong>charges surfacique</strong> est identique à celle de l'appui superficiel. Cela signifie qu'il est possible de les spécifier de deux manières : Surface entière et Polyligne. Dans le cas des charges surfaciques, l'intensité de la charge est bien sûr saisie dans les trois directions générales.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p>Le <strong>groupe des efforts </strong>est une entité de charge qui vous permet de spécifier des efforts dans trois directions n'importe où sur le modèle à l'aide d'un tableau. Il peut être référencé au pied de poteau ou à la surface d'un bloc de béton. Pour l'entrée des tableaux, il est à nouveau possible d'utiliser la fonctionnalité&nbsp;copier-coller de la feuille de calcul.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p>Le <strong>poids propre</strong> devrait être inclus dans chaque modèle. Par exemple, les fondements&nbsp;en béton chargés d'un moment de flexion ne se renverseront pas aussi facilement.</p>\n<p>Les <strong>charges ponctuelles</strong> peuvent être chargées directement sur le pied de poteau avec six efforts internes Fx, Fy, Fz, Mx, My et Mz dans la position générale.</p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4b4b74a7_d6f3_01f8_de25_75d53edc068e\"></object>\n<p>Lors de l'utilisation d'un pied de poteau, l'application de cet effort directement sur un pied de poteau réaliste et déformable peut entraîner une redistribution irréaliste des contraintes sur le pied, les tiges et le béton. Il est donc plus approprié d'utiliser la deuxième option - le tronçon.</p>\n<p><strong>Le tronçon</strong></p>\n<p>Le tronçon est représenté par une partie courte&nbsp;du poteau au-dessus du pied de poteau qui est modélisé comme une <strong>structure d'éléments de coque</strong> et se comporte comme une interface physiquement précise entre les efforts internes et le pied. Une base de données de sections standard est utilisée.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>L'<strong>ensemble des efforts internes à 6 composantes</strong> (efforts et moments) est appliqué en <strong>un seul point</strong> sur la <strong>face inférieure du tronçon </strong>- c'est-à-dire la base de poteau.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Les contraintes <strong>transfèrent les efforts </strong>à la <strong>face supérieure du tronçon</strong>, d'où elles sont naturellement <strong>redistribuées à travers le tronçon&nbsp;</strong>dans le pied de poteau, les tiges et le béton.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>Cette approche préserve l'interaction réaliste de la rigidité entre le poteau et le pied et élimine la nécessité d'une redistribution manuelle ou d'hypothèses artificielles.</p>\n<p><em>Le tronçon&nbsp;a été publié dans la </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>version 25.1 d'IDEA StatiCa</em></a><em>.</em></p>\n<h3>Combinaisons</h3>\n<p>Puisque l'analyse dans IDEA StatiCa Detail est non linéaire, des combinaisons soi-disant non linéaires sont utilisées. Cela signifie que les cas de charge individuels ne sont pas calculés et que les résultats ne sont pas additionnés. Au contraire, les cas de charge du même type de charge sont additionnés avant le calcul, bien sûr avec les coefficients respectifs définis dans les combinaisons, et les combinaisons individuelles sont ensuite calculées. C'est pourquoi l'existence d'au moins une combinaison est une condition préalable au lancement du calcul.</p>\n<p>Seules les combinaisons pour l'ELU peuvent être définies.</p>\n<figure data-asset-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" data-image-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d078ad21-98af-4d98-880f-39cae23b551e/3D%20Detail%20in%2024.1_16.png\" data-asset-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" data-image-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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            "value": "<h2>1 Nouveau projet</h2>\n<p>Démarrez <strong>IDEA StatiCa Connection</strong>. Tout commence sur l'onglet <strong>Acier</strong>.</p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Gardez le paramétrage par défaut</strong> pour la topologie d'ancrage et entrez dans l'application.</p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Conception</h2>\n<p><strong>Modifiez </strong>l'opération <strong>Pied de poteau </strong>pour obtenir la topologie finale d'un bloc de béton avec charge excentrée. Le<strong> transfert de l'effort de cisaillement</strong> est paramétré pour<strong> frottement</strong>.</p>\n<ul>\n  <li>Depuis la publication de la <strong>version 24.1, IDEA StatiCa Detail</strong> est <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">sorti de la version BÊTA</a> pour la <strong>conception d'ancrages 3D</strong>. Avec cette nouvelle version, le cisaillement peut être transféré à travers des <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">tiges, bêches et frottement</a>.</li>\n</ul>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><strong>Saisissez les efforts internes</strong> pour l'ancrage chargé biaxialement. Les efforts internes causent des contraintes de compression sur le contact entre le sol et le bloc de béton. Par défaut, on suppose un <a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">bloc de béton</a> fissuré.</p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Vérification</h2>\n<p><strong>Passez</strong> à l'onglet<strong> Vérification</strong> et <strong>Calculer</strong>. La vérification prouve le mode de rupture des tiges. Explorons-le plus en détail.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Découvrons les ruptures potentielles pour traction, cisaillement et interaction mutuelle selon <a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">EN 1992-4</a>.</p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Veuillez examiner la vérification détaillée</strong> <strong>des tiges</strong> car elle révèle une non-conformité sur la première page. <strong>Cela vous informera des vérifications que vous devez effectuer manuellement ou en utilisant d'autres méthodes</strong> parce qu'elles ne sont pas incluses dans IDEA StatiCa Connection. Il est recommandé de prendre les mesures nécessaires pour résoudre ce problème.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>En raison de l'échec de la <strong>vérification de l'ancrage&nbsp;</strong>:</p>\n<ul>\n  <li>Le problème est causé par la <strong>résistance à l'éclatement du béton pour les tiges en traction et cisaillement.</strong></li>\n  <li><strong>Ce problème peut être facilement résolu dans IDEA StatiCa Detail grâce à la méthode 3D CSFM</strong>. Cela vous aide à surmonter le modèle des blocs fissurés en béton standard dans IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Exportation</h2>\n<p>L'application<strong> IDEA StatiCa Connection</strong>, développée en interne,<strong> dispose désormais d'un </strong><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>lien BIM puissant </strong></a><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>avec Detail</strong></a>, permettant la conception et vérification des blocs de béton armé avec plusieurs combinaisons.</p>\n<p>Conditions préalables à l'exportation :</p>\n<ul>\n  <li>Le modèle doit être<strong> précalculé et les résultats doivent être inclus.</strong></li>\n</ul>\n<p>Allez à l'onglet <strong>Vérification -&gt; Vérification de béton armé -&gt; Enregistrer.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>L'exportation n'est autorisée que pour la topologie d'ancrage. L'<a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">exportation</a> permet le transfert de :</p>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection&nbsp;:</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : par adhérence / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h2>5 Conception</h2>\n<p>Cette section vous permet de modifier les éléments, appuis, charges et combinaisons et groupe de barres d'armature.</p>\n<h3>Appuis</h3>\n<p>Le sol présente une certaine rigidité qui doit être prise en compte pour une conception précise. L'<strong>appui superficiel</strong> permet la rigidité dans les trois directions et est défini comme <strong>inactif en traction par défaut</strong> (non-linéarité des limites).</p>\n<ul>\n  <li>Soyez prudent lorsque vous faites des hypothèses sur les conditions limites. Dans le cas de la non-linéarité, si les moments sont assez élevés, l'appui du bloc de béton en traction peut se retourner pendant l'analyse, provoquant des rotations importantes. Cela peut conduire à un modèle divergent en raison du mouvement du corps flexible.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Appareils de transfert</h3>\n<p>Les tiges sont reprises de IDEA StatiCa Connection. Deux types de tiges peuvent être sélectionnés.</p>\n<p>Tiges encastrées :</p>\n<ul>\n  <li>Tiges préinstallées ayant les mêmes attributs d'<a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#finite-element-types\">adhérence</a> que les barres de ferraillage.</li>\n</ul>\n<p>Tiges par adhérence :</p>\n<ul>\n  <li>Post-installés (tiges chimiques) avec la possibilité de personnaliser l'effort d'adhérence selon la résistance d'adhérence réelle.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Veillez au paramétrage correct de l'<strong>interconnexion avec le pied de poteau</strong>. Si les semelles sont importées à partir de l'application Connection, le <strong>transfert des efforts axiaux</strong> doit être <strong>désactivé</strong> et le <strong>transfert de cisaillement</strong> doit être <strong>activé</strong>. C'est parce que les tiges sont chargées directement par les efforts. Vous pouvez en savoir plus à ce sujet <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">ici</a>.</p>\n<p>Si vous conceviez des semelles à partir de zéro dans l'application Detail, les deux options seraient activées. Lors du transfert de cisaillement à travers les tiges, l'utilisateur doit déterminer quelles tiges supporteront l'effort de cisaillement et sélectionner la case à cocher correspondante. Ceci est conforme aux exigences de la norme EN qui spécifie que le cisaillement ne doit être attribué qu'aux tiges effectives pour la vérification de la rupture du bord de béton.</p>\n<h3>Ferraillage</h3>\n<p>Paramétrez l'enrobage en béton à 40 mm, ce qui sera utilisé comme valeur par défaut pour le ferraillage.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Sélectionnez le <strong>Groupe de barres d'armature (1) --&gt; Groupe de barres 3D (2) </strong>et remplissez les champs <strong>Diamètre</strong>, <strong>Attributs</strong> et <strong>Géométrie (3)</strong>.</p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez la <strong>Surface</strong>. Toutes les autres options sont conservées.</p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copiez </strong>l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Charges et combinaisons</h3>\n<p>Les combinaisons sont prises de IDEA StatiCa Connection. Toutes les conséquences de l'importation sont mentionnées en détail dans l'article <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection à Detail</a>.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<h2>6 Vérification</h2>\n<p><strong>Avant de démarrer l'analyse</strong>, nous recommandons vivement de <strong>changer le multiplicateur de maillage</strong> à deux afin d'accélérer le calcul. Cette étape n'est pas obligatoire mais elle peut réduire le temps de calcul et aider à identifier tout problème de divergence. <strong>Si tout se passe bien et aucun problème ne survient, vous pouvez revenir à un multiplicateur d'un</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Résultats</h2>\n<h3>Contrainte équivalente principale</h3>\n<p>La <strong>contrainte équivalente principale (EPS)</strong> dans le béton est déterminée selon le comportement de volume du bloc de béton. Les zones qui subissent la charge la plus élevée sont identifiées et mises en valeur. Afin de mieux comprendre le confinement par rapport à la compression uniaxe, la contrainte équivalente est calculée à l'aide de coefficient kappa. Plus d'informations sur la contrainte équivalente principale sont fournies dans <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#ultimate-limit-state-checks\">cet article de la Base théorique.</a></p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Contrainte dans les barres d'armature</h3>\n<p><strong>Lors de la vérification de ferraillage</strong>, il est essentiel de noter que la tige proche du coin est utilisée au maximum.</p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>En affichant l'utilisation du ferraillage, l'utilisateur peut clairement voir quel ferraillage contribue au transfert de la charge et à la prévention de la rupture du cône de béton.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Ancrage</h3>\n<p>Vérifiez les paramètres de l'<strong>ancrage</strong> et activez l'option <strong>Effort total dans les tiges</strong>. Les efforts dans les tiges peuvent varier légèrement en raison des différentes approches de calcul concernant le bloc de béton. Cependant, les différences ne sont pas significatives.</p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Déformations</h3>\n<p>Passez à <strong>Complémentaire</strong> et activez l'option <strong>Déformation</strong>.</p>\n<p>Il n'est pas nécessaire d'effectuer une vérification de déformation pour ELU mais il est vivement recommandé de vérifier la déformation après l'analyse pour s'assurer que le modèle ne subit pas de déformation importante, de rotation importante ou qu'aucun élément fini n'est endommagé. Cela permet d'avoir une vue d'ensemble des résultats de l'analyse et d'identifier les problèmes qui ont pu se produire lors de l'analyse.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Rapport</h2>\n<p>Enfin, passez à l'<strong>Aperçu/Impression de rapport</strong>. 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            "value": "<p>L'Eurocode spécifie plusieurs modes de rupture des tiges et des semelles en béton et les divise selon leur type de charge. Dans <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, on pouvait déjà évaluer les tiges avec certaines limitations&nbsp;: il fallait faire des évaluations manuellement.</p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>En même temps, il était impossible de prendre en compte le ferraillage des blocs de béton. Ceci change maintenant avec IDEA StatiCa Detail 3D, qui ajoute plus de possibilités. IDEA StatiCa Detail 3D n'offre pas d'évaluations habituelles définies dans la norme pour le béton standard. Cependant, avec l'analyse MEF, nous pouvons vérifier si le béton armé satisfait la charge spécifiée et si <strong>la rupture du béton qui correspondrait </strong>à ces conditions est empêchée. Les applications fonctionnent indépendamment et peuvent être utilisées séparément, mais grâce au <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">lien entre Connection et Detail</a>, il est également possible d'utiliser Detail uniquement comme calcul complémentaire.</p>\n<p>Passons maintenant aux conditions de l'Eurocode une par une et les possibilités offertes par les applications.</p>\n<h2>Effort de traction</h2>\n<p>L'Eurocode divise le premier type de charge (<strong>effort de traction</strong>) en 6 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d, e, f) et deux autres pour les semelles avec ferraillage (g, h).</p>\n<p>L'image ci-dessous montre schématiquement quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.1) pour la conception des ancrages <strong>(CBFEM)</strong>, tandis que IDEA StatiCa Detail est entièrement basé sur la méthode des éléments finis <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Certaines options d'évaluation se chevauchent donc dans les deux applications, mais toujours avec une méthode différente.</p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>Les méthodes mises en œuvre dans le logiciel permettent seulement l'utilisation du béton standard dans Connection, tandis que <strong>seulement les semelles en béton armé peuvent être considérées dans Detail</strong>.</p>\n<figure data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/504267ed-44f6-46ae-9b15-33d57f0af506/failures.png\" data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" alt=\"\"></figure>\n<p>Les principales hypothèses et limites de l'analyse pour IDEA StatiCa Detail 3D sont énumérées dans l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues</a>.</p>\n<h4>a) Rupture d'acier</h4>\n<p>La rupture d'acier des tiges<strong> chargées en traction</strong> est vérifiée dans les deux applications. La résistance à la traction de la tige est vérifiée dans Connection selon la formule suivante :</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>Dans Detail, les tiges sont vérifiées comme les barres de ferraillage ordinaires selon les diagrammes contrainte-déformation définis pour des matériaux particuliers tout en utilisant la valeur de la déformation limite de 5% au maximum (calculée selon l'effet de raidissement par traction, voir plus d'informations dans la Base théorique).</p>\n<h4>b) Rupture du cône de béton</h4>\n<p>La rupture du cône de béton peut être vérifiée dans Connection. Cependant, dans Connection, l'application ne peut prendre en compte que le <strong>béton standard</strong>.</p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Par conséquent, en cas de rupture du cône de béton, il convient de passer à IDEA StatiCa Detail où il est possible d'effectuer une analyse de l'ensemble du bloc de béton armé. La résistance à la traction du béton est négligée de manière conservatrice, ce qui signifie que la capacité portante en cas de rupture du cône est déterminée par la quantité de ferraillage spécifiée de manière significative. Dans l'image ci-dessous, vous pouvez voir les <strong>directions des contraintes principales</strong> qui indiquent la forme du cône mentionné ci-dessus. Dans la partie droite, vous pouvez voir les valeurs des contraintes de béton qui sont comparées avec les valeurs limites.</p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4>c) Rupture par arrachement</h4>\n<p>Cette vérification n'est disponible dans Connection que pour certains cas (voir la première image dans cet article). Une évaluation supplémentaire est nécessaire pour les tiges mécaniques post-installées.</p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>Dans Detail, il est possible de mettre en place des <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">tiges par adhérence</a> et spécifier la résistance d'adhérence de conception selon leurs paramètres techniques. Les tiges seront ensuite vérifiées sur la base de ces paramètres. (Applicable uniquement pour le béton armé).</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Rupture par arrachement et rupture de béton des moyens d'assemblage adhérents</h4>\n<p>Cette rupture ne peut être détectée que dans Detail où les contraintes de béton et les zones d'ancrage sont évaluées à l'aide de 3D CSFM. Le mécanisme de la rupture combinée par arrachement et du béton dans Detail est basé sur les principes définis ci-dessus et son évaluation fait partie de la vérification de la résistance du béton et de l'ancrage. (Applicable uniquement pour le béton armé).</p>\n<h4>e) Rupture fragile de béton</h4>\n<p>Il n'est pas possible de l'évaluer dans Connection. Dans Detail, la rupture fragile est généralement un problème de béton standard où l'utilisation de ferraillage empêche sa production. En même temps, il est possible de voir les contraintes et déformations du ferraillage en compression ou traction et aussi du béton en compression dans l'application Détail.</p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Rupture par éclatement de béton</h4>\n<p>Pour le béton standard, une vérification empirique selon l'Eurocode dans Connection est possible.</p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>Pour les éléments avec ferraillage, il est possible d'utiliser Detail. La rupture par éclatement du béton est couverte par l'analyse de la résistance du béton lorsque les contraintes de traction sont transférées uniquement par le ferraillage (comme mentionné plusieurs fois ci-dessus).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>g) Rupture d'acier du ferraillage</strong></p>\n<p><strong>h) Rupture d'ancrage du ferraillage</strong></p>\n<h2>Charge de cisaillement</h2>\n<p>L'Eurocode divise le deuxième type de charge<strong> </strong>(<strong>effort de cisaillement</strong>) en 4 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d) et deux autres pour les semelles armées (e, f).</p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>L'image ci-dessous montre <strong>schématiquement</strong> quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.2) <strong>pour la conception d'ancrage </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a>. Tous les types de rupture causés par l'effort de cisaillement peuvent être évalués dans l'application Connection.</p>\n<figure data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5929bf71-34da-46ae-b406-852cc91bcfc6/28.png\" data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" alt=\"\"></figure>\n<p>Dans IDEA StatiCa Detail 3D, le cisaillement peut être transféré par frottement, tiges ou bêches. Il est important de préciser que seules les semelles sont évaluées. Les tiges et bêches doivent être vérifiées dans Connection ou ailleurs. Encore une fois, il faut souligner que seul le béton armé est autorisé.</p>\n<h4>a) Rupture d'acier sans bras de levier</h4>\n<p>La rupture d'acier sans bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>b) Rupture d'acier avec bras de levier</h4>\n<p>La rupture d'acier avec bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>c) Rupture par effet de levier du béton</h4>\n<p>La rupture par effet de levier du béton des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>La capacité de cisaillement de béton à travers le pied de poteau est ensuite évaluée dans l'application Detail.</p>\n<h4>d) Rupture du bord de béton</h4>\n<p>La rupture du bord de béton des tiges chargées en cisaillement n'est vérifiée dans Connection que pour le béton standard. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>La rupture du bord de béton peut être vérifiée dans Detail (béton armé uniquement).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>e) Rupture d'acier du ferraillage supplémentaire</strong></p>\n<p><strong>f) Rupture d'ancrage du ferraillage supplémentaire</strong></p>\n<h2>Conclusion</h2>\n<p>L'avantage le plus significatif peut être trouvé dans des exemples tels que l'ancrage près d'un bord et d'autres cas où le béton standard ne correspond pas à la charge requise. Il faut spécifier que les tiges et bêches doivent faire l'objet d'une évaluation supplémentaire dans Connection, mais ensemble, ces deux outils fournissent une solution complète.</p>\n<p>En raison de la méthode et de la manière dont l'application est conçue, l'<strong>application Detail ne convient qu'aux semelles armées.</strong></p>"
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                    "value": "<p>IDEA StatiCa est un outil permettant de résoudre des tâches complexes en 3D et est entièrement vérifié pour l'ancrage dans des blocs de béton. Cette solution vous permet d'effectuer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU). Nous disposons ainsi d'un outil permettant de saisir tous les types de <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">ruptures de béton</a> pour les fondements. Avec IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> pour la vérification des ancrages, nous proposons un ensemble complet pour tous ceux qui travaillent avec les assemblages acier-béton.</p>\n<p>L'amélioration du transfert de cisaillement, amélioration des résultats et intégration simplifiée entre <strong>IDEA StatiCa Connection</strong> et <strong>IDEA StatiCa Detail</strong>, ainsi que les vérifications, signifient que la solution est maintenant entièrement capable de traiter des exemples réels et pratiques de n'importe quel type d'ancrage.</p>\n<h3>Quelles sont les améliorations principales par rapport à la version BÊTA ?</h3>\n<ul>\n  <li><strong>Appareils de transfert de cisaillement :</strong> Entités fondamentales qui permettent la conception générale de tous les types d'ancrage <strong>(tiges, bêches et frottement)</strong>. Tous les types correspondent aux options dans IDEA StatiCa Connection, ce qui permet une importation aisée. Lisez la note de publication séparée consacrée aux <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Appareils de transfert de cisaillement</a>.</li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n  <li><strong>Sections des résultats&nbsp;</strong>: Dans le cadre des améliorations pour mieux comprendre les résultats, Detail offre la possibilité de voir le comportement réel de la structure. Lire la note de publication séparée : <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n  <li><strong>Exportation complète de Connection avec de nouvelles entités : </strong>L'importation est possible, y compris toutes les informations sur les matériaux, les types de tiges et leurs traitements finaux. Lire la note de publication séparée : <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection vers Detail</a></li>\n  <li><strong>Grille du plan de travail&nbsp;:</strong> Une nouvelle grille facilite l'identification des surfaces lors de la modélisation, ferraillage, création de sections, etc. Lire la note de publication séparée : <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Amélioration de la modélisation – Grilles et poids propre</a></li>\n  <li><strong>Poids propre :</strong> L'application inclut un autre type de charge, le poids propre. Il est automatiquement calculé en fonction des dimensions et matériau sélectionné.</li>\n  <li><strong>Maillage affiné autour des tiges :</strong> Le maillage autour des tiges a été localement affiné pour obtenir des résultats précis. Ce paramétrage ne peut pas être modifié. Le maillage est généré automatiquement.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Description complète des fonctionnalités de 3D Detail.</a></p>\n<p><em>Note : Actuellement pour l'Eurocode (EN) seulement.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b335540c_7ff4_017f_4617_c09c66db4e89\"></object>\n<h3>Limites connues de 3D Detail</h3>\n<p>Comme Detail n'est qu'un outil qui ne peut pas remplacer le jugement des ingénieurs, il est nécessaire de bien comprendre ses fonctions, ses avantages et ses limites. Lisez les limites qui doivent être prises en compte :</p>\n<ul>\n  <li>La solution ne convient qu'au<strong> béton armé.</strong></li>\n  <li>L'application fournit des<strong> vérifications ELU</strong> conformément à la norme EN.</li>\n  <li><strong>Un seul bloc de béton</strong> est autorisé dans Detail.</li>\n  <li>Dans Detail, les tiges ne sont vérifiées que pour la résistance à la traction. Il est nécessaire d'<strong>utiliser Connection pour les vérifications de cisaillement et d'interaction</strong>.</li>\n  <li>Seuls les modèles <strong>ancrés par un pied de poteau</strong> et <strong>seulement</strong> <strong>contact direct </strong>peuvent être importés dans Detail (à partir de Connection).</li>\n  <li><strong>Les charges importées et saisies par l'utilisateur ne peuvent pas être combinées dans le même modèle.</strong></li>\n</ul>\n<p>Pour une liste complète des limites et des explications complémentaires, consultez l'article : <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail</a></p>\n<h3>Vérifications</h3>\n<p>Nous soulignons encore une fois que, bien que Detail 3D soit une solution générale pour modéliser n'importe quel détail, nous vérifions les exemples étape par étape. L'accent est actuellement mis sur la vérification des fonctionnalités liées à l'<a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">ancrage</a>. Vous trouverez ci-dessous une vue d'ensemble des cas d'utilisation possibles et projets de développement ultérieurs :</p>\n<table><tbody>\n  <tr><td><strong>Cas d'utilisation</strong></td><td><strong>Fonctionnalité prête</strong></td><td><strong>Vérification fournie</strong></td><td><strong>Vérification dans la version</strong></td></tr>\n  <tr><td>Fondements des poteaux en acier</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Ancrages généraux des éléments en acier<br>\n(poutres, contreventements, tiges de levage...)</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Utilisation générale de Detail 3D pour d'autres cas (têtes de pieux, têtes de piliers, etc.)</td><td>OUI</td><td>NON</td><td>en cours de développement</td></tr>\n  <tr><td>Type de modèle de voile</td><td>NON</td><td>NON</td><td>en cours de développement</td></tr>\n</tbody></table>\n<p>Nous mettons continuellement à jour et ajoutons de nouvelles <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&amp;label=detail_3d\">vérifications pour 3D Detail</a> où nous vérifions la fonctionnalité et les hypothèses. 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                                            "value": "<p>À part les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux de la version 24.1</a>, lisez la liste complète de la nouvelle fonctionnalité&nbsp;:</p>\n<h2>Conception en béton</h2>\n<p><strong>Detail 3D (exclusivement Eurocode)</strong></p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est hors de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> par des tiges, bêches et frottement</li>\n  <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Exportation complète de Connection avec des nouvelles entités</a></li>\n  <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a> – vérifications des sections, contrainte</li>\n  <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Grilles du plan de travail</a> pour la conception des nouvelles entités</li>\n  <li>Maillage fin autour des tiges et stabilité de l'application</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Nouveaux modèles</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Combinaisons ELS améliorées</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Rigidité des appuis ponctuels</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (exclusivement Eurocode)</li>\n</ul>\n<h2>Conception en acier</h2>\n<ul>\n  <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Outil de mesure dans Connection</a></li>\n  <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion des éléments du projet et matériaux</a></li>\n  <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Sélection et édition multiple dans Connection</a></li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Réponse rapide de l'application avec annulation rapide des calculs</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/project-item-and-material-management\">Calculs de voilement dans le menu backstage</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/regional-improvements-in-24-1\">Base théorique dans le rapport</a> en italien et portugais</li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/how-to-import-a-plate-from-dxf\">Importation facile des formes de platine de DXF</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/modeles-parametriques-dans-la-bibliotheque-des-attaches\">Modèles paramétriques de conception améliorés</a></li>\n  <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Améliorations régionales</a></li>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Maillage autour des trous pour les boulons et axes d'articulation</a></li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Gestion multiple et outils de groupement dans Checkbot</a></li>\n  <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Paramètres utiles pour tout le monde</a></li>\n  <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Plug-in HILTI PROFIS dans Checkbot</a></li>\n  <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">Importations de MEF vers Checkbot 60% plus rapides</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/exporting-an-ifc-file-from-idea-statica\">Exportation IFC depuis Checkbot</a></li>\n  <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Importation avancée des connecteurs depuis des outils DAO</a></li>\n  <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Liens BIM autorisés dans la version 24.1</a></li>\n</ul>\n<h2>Usage et Licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Paramétrage des projets</a></li>\n  <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Préférences partagées à travers la gamme complète des outils</a></li>\n  <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Authentification unique (SSO) pour usage public</a></li>\n  <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Comblement de l'écart entre Viewer et Connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/license-usage-analytics-in-the-user-portal\">Rapports d'usage de licence au Portail d'utilisateur</a></li>\n</ul>\n<h2>Notes de publication complètes</h2>\n<p>Ci-dessous, vous pouvez télécharger les <strong>Notes de publication </strong>pour IDEA StatiCa 24.1 en format PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f77b166e_fd7a_0112_b176_a3fb4885c324\"></object>"
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                                                      {
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                                                        "linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
                                                        "urlSlug": "fatigue-analysis-how-the-results-are-displayed",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
                                                        "linkId": "f89307a5-4bac-4632-bb5f-1a2586f199a3",
                                                        "urlSlug": "through-bolts-for-hollow-sections-warning",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "rn22_0__update_of_eccentricity_definition_of_norma",
                                                        "linkId": "293fcced-8994-4a81-a805-88267657c66a",
                                                        "urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "release_notes_idea_statica_22_0",
                                                        "linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
                                                        "urlSlug": "release-notes-idea-statica-22-0",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "rn_21_1__bearing_type_options_for_bolts",
                                                        "linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
                                                        "urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
                                                        "linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
                                                        "urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "rn_21_1__slip_resistance_check_update_according_to",
                                                        "linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
                                                        "urlSlug": "slip-resistance-check-update-according-to-sp-16",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "rn_22_0__connection_browser_ii",
                                                        "linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
                                                        "urlSlug": "company-sets-selection-in-the-connection-browser",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "release_notes_idea_statica_21_1",
                                                        "linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "section_model_view___drawings___sketches____copy_",
                                                        "linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
                                                        "urlSlug": "mise-a-jour-du-solutionneur-cbfem",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "condensed_elements",
                                                        "linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
                                                        "urlSlug": "condensed-superelements-invisible-but-essential",
                                                        "type": "blog_post"
                                                      },
                                                      {
                                                        "codename": "differences_in_results_between_version_21_and_olde",
                                                        "linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
                                                        "urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "release_notes_idea_statica_21_0_d5c25f3",
                                                        "linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "rn_20_1__improved_model_of_contacts",
                                                        "linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
                                                        "urlSlug": "an-improved-model-of-contacts",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "rn_20_1__butt_welds_upgraded_model",
                                                        "linkId": "040fcb75-d544-4d75-bc49-182d150177d7",
                                                        "urlSlug": "butt-welds-upgraded-model",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "rn_20_1__bolt_bearing_distances__en_",
                                                        "linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
                                                        "urlSlug": "bolt-bearing-distances-for-eurocode",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "rn_20_1__connecting_plate_eccentricity",
                                                        "linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
                                                        "urlSlug": "connecting-plate-eccentricity",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "release_notes_idea_statica_steel_20_1",
                                                        "linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
                                                        "urlSlug": "release-notes-idea-statica-steel-20-1",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "release_notes_idea_statica_concrete_20_1",
                                                        "linkId": "79ff8a70-a79d-483c-8ce8-218a5f43cadc",
                                                        "urlSlug": "release-notes-idea-statica-concrete-20-1",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "release_notes_idea_statica_steel_20",
                                                        "linkId": "4ba1aea8-5819-4504-bfc7-717be84625d1",
                                                        "urlSlug": "release-notes-idea-statica-steel-20",
                                                        "type": "support_center_article"
                                                      },
                                                      {
                                                        "codename": "release_notes_idea_statica_concrete_20",
                                                        "linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
                                                        "urlSlug": "release-notes-idea-statica-concrete-20",
                                                        "type": "support_center_article"
                                                      }
                                                    ],
                                                    "name": "Content",
                                                    "type": "rich_text",
                                                    "value": "<h2>Compatibilité des versions</h2>\n<p>La version du logiciel IDEA StatiCa (par exemple 22.1.3.0789) est décrite par un numéro composé de la version majeure (22), la version mineure (.1), le numéro de correctif (.3) et le numéro de build (.0789).</p>\n<p>Chaque version majeure et mineure des applications IDEA StatiCa modifie les données du projet et les rend impossibles à utiliser dans les versions précédentes. Cela signifie que si vous créez ou enregistrez un projet dans la version 22.1, vous ne pouvez pas l'ouvrir dans la version 22.0.</p>\n<p>Cependant, les correctifs de la même version sont compatibles, donc si vous créez ou sauvegardez un projet dans le correctif 22.1.3, vous pouvez toujours l'ouvrir dans le correctif 22.1.0.</p>\n<p>Le <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a> génère toujours des fichiers de projet dans la dernière version de IDEA StatiCa et le dernier correctif publié.</p>\n<h2>Ouvrir un ancien projet dans une version plus récente</h2>\n<p>Les modèles conçus dans des versions antérieures de IDEA StatiCa peuvent présenter des différences lorsque vous passez à la version la plus récente. Lors de la mise à jour vers une version plus récente du programme, vous pouvez rencontrer certaines différences associées à l'ouverture de modèles créés dans des versions antérieures.</p>\n<p>Pour vous tenir au courant, veuillez lire les <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">notes de publication</a> pour chaque version majeure et mineure publiée, ainsi que les mises à jour des correctifs et les <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">listes des bogues résolus</a>.</p>\n<p>Vous trouverez ci-dessous une liste des principales modifications apportées à chaque nouvelle version du programme qui peuvent entraîner des changements des résultats :</p>\n<h3>Changements dans la version 25.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Analyse géométrique non linéaire</a> (GMNA)</li>\n  <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Zone d'épandage de soudure</a></li>\n</ul>\n<p>Lire les <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">points principaux</a> et la <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 25.0.</p>\n<h3>Changements dans la version 24.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de la norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Amélioration du maillage autour des trous de boulons et articulations</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est sorti de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> à travers les tiges, bêches et frottement</li>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (Eurocode uniquement)</li>\n</ul>\n<p>Lire les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux</a> et la <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.1.</p>\n<h3>Changements dans la version 24.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (correctif 23.1.1)</li>\n  <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Étendre l'élément à l'aide de l'opération de coupe</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (correctif 23.1.2)</li>\n</ul>\n<p>BIM et SERVICES CLOUD</p>\n<ul>\n  <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Centre de conception structurale gratuit pour tous les logiciels MEF et DAO autorisés</a> et arrêt des plugins Viewer gratuits</li>\n</ul>\n<p>Lisez les <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">points principaux</a> et la <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.0.</p>\n<h3>Changements dans la version 23.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Soudures - autoconception, saisie, avertissements, visualisation</a></li>\n  <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Saisie et visualisation de la position de l'effort de cisaillement</a> (depuis le correctif 23.0.5)</li>\n  <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Réduction de la limite d'élasticité pour les sections creuses en acier à grande résistance</a></li>\n  <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Avertissement pour les soudures et boulons reliant les mêmes platines</a> (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Reconnaissance des fourrures</a> (depuis le correctif 23.0.3)</li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction des boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Calcul détaillé des valeurs des matériaux de conception des assemblages affichées dans le tableau des résultats des platines</a></li>\n  <li>Classes des matériaux d'acier et boulons selon AISC360-22 (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Détection des singularités dans Member</a> (depuis le correctif 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Notes de publication de IDEA StatiCa 23.1.</a></p>\n<h3>Changements dans la version 23.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Vérifications de qualification des assemblages sismiques préqualifiés pour AISC</a></li>\n  <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Mise à jour des normes ANSI/AISC 360-22, CSA S16:19 et des sections Taïwan</a></li>\n  <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Tiges détachées</a> (depuis le correctif 22.1.5)</li>\n  <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Mises à jour de l'Eurocode pour les éléments à voile mince et tiges</a></li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction pour les boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Indexation des bords dans les modèles Member et Connection</a></li>\n  <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Sélection des extrêmes de charge</a> (depuis le correctif 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Fonctionnalité de vérification des contraintes limitée dans Detail</a></li>\n  <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implémentation des pertes à long terme dans Detail</a></li>\n  <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Améliorations pour ACI 318-19 dans Detail</a></li>\n  <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Améliorations de l'arrondissement impérial dans Detail</a></li>\n  <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Temps équivalent pour la flèche dans Beam</a> (depuis le correctif 22.1.3)</li>\n  <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Maillage triangulaire en béton dans Member</a></li>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Notes de publication de IDEA StatiCa 23.0</a>.</p>\n<h3>Changements dans la version 22.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle par rapport au grain des assemblages acier-bois</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Solutionneur GMNIA étendu aux effets de cisaillement et de torsion</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Notes de publication de IDEA StatiCa 22.1.</a></p>\n<h3>Changements dans la version 22.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Charges en équilibre par défaut</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Analyse de fatigue - comment les résultats sont affichés</a></li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Avertissement concernant les boulons traversants pour les sections creuses</a></li>\n  <li>Mise à jour de Connection Lite</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Mise à jour de la définition de l'excentricité d'effort normal pour les poteaux en béton selon l'Eurocode</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Notes de publication de IDEA StatiCa 22.0</a>.</p>\n<h3>Changements dans la version 21.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Options de type de pression diamétrale pour les boulons dans la version 21.1 et suivantes</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Vérifications spécifiques des soudures selon l'Eurocode (EN) et la norme indienne (IS)</a></li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Mise à jour de vérification de résistance au glissement selon SP 16</a></li>\n</ul>\n<p>Pour les utilisateurs de <strong>Gestionnaire des modèles</strong>, utilisez la version 21.1 pour <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transférer vos conceptions dans la nouvelle Connection Library</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Notes de publication de IDEA StatiCa 21.1</a>.</p>\n<h3>Changements dans la version 21.0</h3>\n<p>Le changement le plus important depuis la version 21.0 concerne le modèle analytique des éléments dans Connection, veuillez lire l'article <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Mise à jour du solutionneur CBFEM</a> et l'article de blogue <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Super-éléments condensés - invisibles mais essentiels</a>. L'impact des changements est également décrit dans l'article <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Améliorations du modèle d'analyse dans IDEA StatiCa version 21.0</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Notes de publication de IDEA StatiCa 21.0</a>.</p>\n<h3>Changements dans la version 20.1</h3>\n<p>Nous indiquons ici les articles décrivant les principales différences entre l'ancienne et la nouvelle version.</p>\n<ul>\n  <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Modèle amélioré des contacts</a></li>\n  <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Modèle amélioré pour les soudures bout à bout</a></li>\n  <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Distances d'appui des boulons pour l'Eurocode</a></li>\n  <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Excentricité de platine de raccordement</a></li>\n</ul>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.1</a> et <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.1.</a></p>\n<h3>Changements dans la version 20</h3>\n<p><strong>Refonte de l'opération de fabrication des cornières</strong></p>\n<p>Dans la version précédente, l'opération de fabrication des cornières faisait parfois intervertir les ailes des sections en L, principalement lors de la rotation de l'élément autour de l'axe longitudinal. Désormais, les sections en L sont positionnées correctement et l'orientation des ailes est maintenue lors de l'introduction de rotation de l'élément. Le nouveau mécanisme est basé sur un nouveau positionnement de l'élément (par ses coordonnées locales - plutôt que par ses rotations).</p>\n<p><strong>Systèmes de coordonnées locales des éléments dans les applications MEF/DAO</strong></p>\n<p>Toutes les entités dans les applications MEF/DAO sont créées de manière à ce que leur axe de définition ait un début et une fin. Ces deux points sont pris comme vecteur pour définir le système de coordonnées locales de l'élément. Ces informations sont stockées dans chaque projet d'application MEF/DAO et peuvent être utilisées lors de l'importation. Nous en avons profité pour améliorer l'exactitude de l'importation de la géométrie par notre lien BIM. De l'autre côté, cela change les conditions et l'utilisateur doit faire attention à la façon dont le modèle est créé dans MEF/DAO parce que cela a un impact sur le modèle CBFEM dans Connection. Nous recommandons de faire attention lors de l'importation des projets MEF/DAO dans la version 20, le système de coordonnées locales des éléments peut changer avec le modèle et la différence par rapport au modèle importé dans les versions précédentes est éminente.</p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"\"></figure>\n<p><strong>Compatibilité des projets d'application Member</strong></p>\n<p>L'application IDEA StatiCa Member passe par un développement agile, en particulier l'architecture de stockage des données et l'interface utilisateur guidée. Sur cette base, il est évident que les projets créés dans les anciennes versions peuvent ne pas être ouverts correctement dans la version 20 ou que l'application peut ne pas les ouvrir. Veuillez en tenir compte et excuser IDEA StatiCa pour la gêne occasionnée.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.0</a> et <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changements dans la version 10.1 et antérieures</h3>\n<p>L'une des raisons de la nouvelle interface graphique est que beaucoup d'ingénieurs disaient : «&nbsp;IDEA StatiCa Connection doit être plus à l'abri des erreurs&nbsp;». Ces «&nbsp;erreurs&nbsp;» sont généralement liées à :</p>\n<ul>\n  <li>La définition correcte&nbsp;de la <strong>longueur</strong> <strong>des éléments</strong> – dans le cas d'éléments extrêmement courts ou longs, cela peut avoir une influence considérable sur les résultats. Depuis la version 9, IDEA StatiCa Connection définit automatiquement une longueur appropriée pour tous les éléments.</li>\n  <li><strong>Soudures </strong>– la redistribution plastique des contraintes est de loin la méthode de conception la plus précise pour les soudures et a été introduite dans la version 7.1. Au cours de la version 8 – et pendant une période de transition – elle était la méthode par défaut et coexistait avec les autres méthodes d'évaluation. Depuis la version 9, cette méthode est la seule option disponible et les autres méthodes d'évaluation ont été supprimées afin d'éviter toute confusion parmi les utilisateurs, comme nous l'avons constaté par l'intermédiaire de notre service d'assistance. Cela permet de s'assurer que toutes les soudures du projet sont conçues en toute sécurité et qu'elles sont conformes à la norme.</li>\n</ul>\n<p>Nous avons mis en place plusieurs <strong>mécanismes de vérification</strong> pour IDEA StatiCa Connection depuis la version 9.0 – vérification automatique lorsque l'assemblage est modélisé d'une manière recommandée (vérification des singularités, longueurs des éléments, décalages...). Si l'assemblage n'est pas modélisé correctement, le calcul est interrompu ou un message d'erreur est affiché. Veuillez noter qu'en raison de toutes ces améliorations, l'ouverture de projets provenant de versions antérieures peut engendrer une géométrie de modèle différente qui peut nécessiter des modifications supplémentaires.</p>\n<p>Nous avons également amélioré le <strong>maillage </strong>des sections creuses – IDEA StatiCa Connection depuis la version 9.0 génère un maillage plus fin sur les éléments avec sections creuses, ce qui peut conduire à des résultats légèrement différents par rapport aux versions antérieures.</p>\n<p>Nous affichons l'avertissement de compatibilité à chaque ouverture d'un projet provenant des anciennes versions :</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"\"></figure>"
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                            "value": "<h2>Points principaux de la version 24.1</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8ab1ba7b_43b7_0196_2c06_f17ee13c51f7\"></object>\n<h2>Conception en béton</h2>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail est vérifié</strong></a> et prêt pour la conception des <strong>ancrages en 3D </strong>considérant le <strong>ferraillage réel</strong>, ce qui résout le problème des tiges près de bords de béton.</li>\n  <li>La nouvelle analyse de <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>déversement</strong></a> dans l'application <strong>Beam</strong> et des <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>combinaisons ELS</strong></a> dans Detail <strong>pour la conception des éléments préfabriqués</strong>.</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Modèles pour 2D Detail</strong></a>&nbsp;prêts à utiliser vous aident à démarrer avec le processus de modélisation en quelques secondes.</li>\n</ul>\n<h2>Conception d'assemblages en acier</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Modèles paramétriques</strong></a><strong> </strong>pour des assemblages en acier typiques ou répétitifs. 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                            "value": "L'ancrage dans les blocs de béton est-il votre plus grand défi ? Nos deux applications innovantes travaillent ensemble pour vous offrir un meilleur flux de travail. Apprenez plus sur le lien entre IDEA StatiCa Connection et Detail."
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                            "value": "<p>L'ancrage dans un bloc de béton simple peut être modélisé et vérifié dans IDEA StatiCa Connection. Parfois, il peut être utile ou nécessaire d'ajouter du ferraillage au bloc de béton. Bien que cette capacité ne soit pas disponible dans l'application Connection, nous avons 3D Detail. 3D Detail se concentre sur la résolution des ancrages dans les blocs de béton et sur l'analyse des éléments d'ancrage et du bloc de béton lui-même. De plus, un lien direct est mis en place entre les applications Connection et Detail pour simplifier le processus.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Les utilisateurs de Connection qui conçoivent des <strong>ancrages selon l'Eurocode</strong> peuvent <strong>importer leur modèle de Connection vers l'application avancée 3D Detail en cliquant sur un seul bouton</strong>.</p>\n<h3>Comment ça fonctionne ?</h3>\n<ul>\n  <li>L'importation n'est autorisée que pour les ancrages. S'il n'y a pas de bloc de béton dans le modèle Connection, l'exportation vers Detail est désactivée («&nbsp;Vérification de béton armé&nbsp;»).</li>\n  <li>Il faut calculer le modèle dans Connection. Si les résultats ne sont pas disponibles, l'icône d'exportation («&nbsp;Vérification de béton armé&nbsp;») est désactivée.</li>\n  <li>Un seul bloc de béton est autorisé pour l'importation/exportation.</li>\n</ul>\n<p>Pour une liste complète des limitations et des explications complémentaires, voir l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail.</a></p>\n<h3>L'attache est importée, y compris</h3>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection :</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">par adhérence</a> / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h3>Comment exporter l'ancrage de Connection vers Detail</h3>\n<p>Tout d'abord, créez un modèle d'ancrage dans Connection selon l'Eurocode et cliquez sur le bouton Calculer.</p>\n<p>Lorsque les résultats existent, l'exportation des semelles est activée. En cliquant sur le bouton «&nbsp;<strong>Vérification de béton armé</strong>&nbsp;» au ruban, une boîte de dialogue demandant l'emplacement et le nom du fichier Detail nouvellement créé apparaît.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>Après une exportation réussie, le projet dans Detail est créé. La géométrie du bloc de béton et du pied de poteau, la position et les attributs des tiges et la charge sont automatiquement transférées vers Detail. L'appui superficiel situé sur la surface inférieure du bloc de béton est automatiquement créé.</p>\n<p>La partie la plus délicate de ce processus est l'importation de la charge. Pour chaque effet de charge calculé dans Connection, le cas de charge et la combinaison ELU correspondants&nbsp;sont automatiquement créés dans Detail.</p>\n<ul>\n  <li>Le pied de poteau est chargé par des <strong>efforts dans les soudures</strong> qui sont modélisés comme un <strong>groupe d'efforts. </strong>Pour le chargement du pied de poteau lui-même, le chargement importé est représenté par un groupe d'efforts selon les contraintes dans les soudures entre le pied de poteau et les éléments en acier dans le modèle Connection.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n  <li>Les tiges sont modélisées et chargées indépendamment du pied de poteau et elles sont chargées axialement par des charges ponctuelles. Le chargement des tiges est représenté dans la scène par deux flèches dans les directions opposées. Une flèche représente l'effort de traction agissant uniquement sur la partie supérieure de la tige. L'autre représente l'effort de compression agissant sur le pied de poteau.</li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>La case à cocher «&nbsp;Transfert des efforts axiaux&nbsp;» est décochée par défaut parce que les tiges sont chargées par les efforts directement.</p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n  <li>Le cisaillement est transféré selon le paramétrage dans Connection par l'une des options suivantes – tiges, bêches ou frottement. Si l'effort de cisaillement est transféré par des tiges, vous pouvez désactiver des tiges spécifiques en décochant la case «&nbsp;Transfert de cisaillement&nbsp;». Si le frottement ou les bêches sont sélectionnées, le cisaillement dans les tiges n'est jamais pris en compte dans le modèle.</li>\n</ul>\n<p>Il ne reste qu'à ajouter le ferraillage et calculer le modèle.</p>\n<p>Vous trouverez plus d'informations générales sur Detail comme solution pour votre ancrage dans l'article <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail hors de Bêta</a>.</p>\n<p><em>Note : Les vérifications de norme dans 3D Detail ne sont disponibles actuellement que pour l'Eurocode (EN).</em></p>\n<p>Publié dans IDEA StatiCa version 24.1.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<p>En pratique, l'<strong>analogie des fermes (S&amp;T)</strong> et des méthodes des <strong>champs de contrainte</strong> sont couramment utilisées pour concevoir les régions de discontinuité dans les structures en béton armé et précontraint. La <strong>méthode des champs de contrainte compatibles (CSFM)</strong> a été développée en étendant ces théories classiques, ce qui permet un haut degré d'automatisation et est cohérent avec la norme de conception. Malgré sa simplicité, la méthode fournit une description très réaliste de la réaction d'une structure en béton à la fois dans l'état limite ultime (ELU) et état limite de service (ELS). La CSFM est mise en œuvre dans <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">IDEA StatiCa Detail</a>.</p>\n<figure data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fd8d041-20d1-40a8-9a71-eb9cdce27155/7.png\" data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" alt=\"\"></figure>\n<p><em>Image 1 a) Voile avec ouvertures b) Voile de cisaillement c) Poutre avec extrémités réduites et ouvertures d) Pile de pont e) Diaphragme de pont</em></p>\n<p>Les procédures standard de conception des sections transversales des structures en béton peuvent être utilisées dans les zones où l'hypothèse de Navier-Bernoulli de distribution des déformations au plan s'applique (région B). Les endroits où cette hypothèse ne s'applique pas sont appelés <strong>régions de discontinuité (régions D)</strong>. Il s'agit des parties des structures où apparaissent des charges concentrées ou où il y a un changement soudain de la section transversale tel qu'extrémités réduites (Image 1c), poutres voiles, voiles avec des ouvertures (Image 1a, 1b), consoles ou têtes de pieux. Dans le domaine de l'ingénierie des ponts, il s'agit par exemple des têtes de piliers (Image 1d), diaphragmes (Image 1e), déviateurs, etc.</p>\n<h2>1. Analogie des fermes</h2>\n<p>L'hypothèse de base lors de la définition d'un modèle d'analogie des fermes est que la résistance à la traction du béton est négligée. Une simple analogie des fermes consiste en des éléments agissant en compression et en traction, représentant le comportement ELU. En général, il ne s'agit pas d'un problème complexe et la définition d'une analogie des fermes de base (Image 2a) ne devrait pas poser de problème à un ingénieur expérimenté. Cependant, même pour cette tâche élémentaire, l'évaluation correcte du modèle conformément à la norme de conception peut être un processus fastidieux, manuel et itératif.</p>\n<figure data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aecb55f-dac0-47db-a25c-48082e5e70c4/Untitled%20design.png\" data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" alt=\"\"></figure>\n<p><em>Image 2 a) Analogie des fermes, option 1 b) Analogie des fermes, option 2 c) Analogie des fermes, option 3</em></p>\n<p>Il faut évaluer les tiges, zones nodales et déformations transversales&nbsp;en traction dans les entretoises. Si le modèle ne satisfait pas la vérification, il faut ajuster la géométrie de l'analogie ou en créer une autre (Image 2b, 2c). Cela conduit souvent les ingénieurs en structure à ne choisir la géométrie de l'analogie des fermes qu'une seule fois&nbsp;et à n'évaluer que le ferraillage, ce qui peut causer une erreur substantielle. Cela peut conduire à une erreur substantielle. Le choix du modèle est toujours une question d'expérience. Pour des détails structurels plus complexes, le choix d'une analogie des fermes qui correspondra suffisamment au comportement réel de la structure peut ne pas être aussi facile que dans le cas ci-dessus. Par ailleurs, l'analogie des fermes ne permet de concevoir que des états limites ultimes. Elle ne permet pas la conception des <strong>états limites de service (déformation, fissuration)</strong> qui sont des critères critiques, en particulier dans les structures d'importance significative, car ils ont un impact direct sur la durée de vie de la structure.</p>\n<h2>2. Méthode des champs de contrainte compatibles – CSFM</h2>\n<p>La CSFM est une <strong>méthode non linéaire</strong> moderne pour l'analyse des régions D et des éléments dont le comportement peut être simplifié à une contrainte au plan, c'est-à-dire un modèle 2D. Cependant, elle repose toujours sur une hypothèse fondamentale et sûre des normes : <strong>le béton n'agit pas en traction</strong> et toute traction doit être transférée par le ferraillage. La méthode des champs de contrainte compatibles (CSFM) est une évolution des méthodes d'analogie des fermes et des champs de contrainte, supprimant leurs principaux inconvénients mentionnés ci-dessus : incertitudes dans la sélection du modèle, difficulté d'automatisation et incapacité à évaluer les états limites de service.</p>\n<figure data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e760312-8401-44c8-aae1-020b514876fb/2.png\" data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" alt=\"\"></figure>\n<p><em>Image 3 a) Déformation simple b) Contrainte principale c) CSFM</em></p>\n<p>Le principe de la CSFM peut être expliqué sur la <strong>contrainte simple </strong>de l'élément de base au plan d'une structure en béton armé. La figure 3a montre l'élément 2D de base en contrainte simple tel que nous le connaissons de tous les manuels sur l'élasticité et la résistance. Il s'agit de la contrainte en un point de la structure, obtenue par exemple par une analyse d'élasticité linéaire à l'aide de la méthode des éléments finis (MEF). L'élément est soumis à une contrainte normale horizontale σ<sub>x</sub>, une contrainte normale verticale σ<sub>z</sub> et une contrainte de cisaillement τ<sub>xz</sub>. À partir de ces contraintes, on peut déterminer les<strong> contraintes</strong> <strong>principales</strong> et leur direction définie par l'angle θ (Image 3b). L'élément est alors soumis à la contrainte de traction principale σ<sub>1</sub> et à la contrainte de compression principale σ<sub>2</sub>.</p>\n<p>Comment sera la déformation du même élément analysé par CSFM ? La déformation est illustrée à l'image 3c. Le béton en compression apparaît dans la direction de la contrainte de compression principale σ<sub>2</sub>. Un champ de contrainte avec une contrainte σ<sub>c2</sub> est généré. Comme mentionné ci-dessus, l'hypothèse de base est que le béton n'agit pas en traction. Par conséquent, la contrainte de traction principale transversale σ<sub>1</sub> ne sera pas transférée par le béton et une fissure apparaîtra perpendiculairement à cette direction. La contrainte σ<sub>c1r</sub> doit donc être zéro. Pour éviter la rupture de notre élément 2D, toutes les contraintes de traction doivent être transférées par le ferraillage (en bleu sur l'image 3c), qui doit faire partie du modèle de calcul.</p>\n<p>Si cette analyse de contrainte est effectuée à l'aide de CSFM de<strong> manière continue sur l'ensemble de la région 2D</strong> à résoudre, le résultat est un champ de compression continu dans le béton ainsi que les contraintes de traction et de compression dans le ferraillage. L'image 4 est une représentation graphique simplifiée du champ de contrainte CSFM. Outre les taux d'utilisation de béton et ferraillage, l'image indique également les directions variables des contraintes calculées σ<sub>c2</sub> le long des régions.</p>\n<figure data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc56c80f-67f3-481d-a2c8-26dacc258bb2/csfm%20explained%20%281%29.png\" data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" alt=\"\"></figure>\n<p><em>Image 4 Résultats globaux de IDEA StatiCa Detail</em></p>\n<p>L'analyse d'un détail ou d'une structure à l'aide de <strong>CSFM est basée sur la méthode des éléments finis</strong>. Le béton est modélisé avec des éléments de voile 2D et le ferraillage avec des éléments 1D (Image 7). L'analyse n'est pas effectuée en une seule étape puisqu'il s'agit d'un problème non linéaire. Les charges sont appliquées par incréments au cours du calcul et la solution du système d'équations non linéaires est trouvée à l'aide de la <strong>méthode de Newton-Raphson</strong>.</p>\n<p>Les fissures fictives (ε<sub>1</sub> étant la valeur moyenne) sont «&nbsp;formées&nbsp;» perpendiculairement à la direction des contraintes principales qui peut changer au cours du calcul non linéaire car l'élément «&nbsp;est fissuré progressivement&nbsp;» à chaque incrément de charge. En résumé, on considère une fissure rotative fictive sans contrainte.</p>\n<p>Le résultat de la solution MEF utilisant CSFM est un champ de contrainte compatible (c'est-à-dire que le béton ne se décompose pas en éléments individuels agissant indépendamment dans le modèle) et l'état de déformation qui sont continus dans l'ensemble du domaine 2D en cours de résolution. Il s'agit d'un avantage majeur par rapport aux approches classiques d'analogie des fermes qui permet d'automatiser et affiner le modèle de calcul comme décrit dans les paragraphes suivants.</p>\n<figure data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40e41bf7-4a81-4245-bd1b-843963c104e8/3.png\" data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" alt=\"\"></figure>\n<p><em>Image 5 Principe du ramollissement du béton</em></p>\n<p>La formulation simple de CSFM permet d'utiliser le diagramme standard de contrainte-déformation uniaxial parabolique-rectangulaire pour le béton en compression conformément à la norme. Comme on le sait, la résistance à la compression du béton diminue lorsque le béton est endommagé par des fissures transversales (Image 5). Cet effet dit <strong>ramollissement par compression </strong>est inclus dans la méthode en prenant automatiquement en compte la résistance effective à la compression du béton.</p>\n<p>Le coefficient de réduction k<sub>c</sub> est déterminé en fonction du niveau des déformations transversales par traction ε<sub>1</sub> et le diagramme de contrainte-déformation du béton est ajusté (Image 5). Puisqu'on connait le champ des déformations dans l'ensemble de la structure, la résistance effective à la compression du béton peut être calculée automatiquement dans les sections individuelles selon le niveau local des déformations transversales par traction ε<sub>1</sub>.</p>\n<figure data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51628156-5014-4501-8f28-9f3b93783840/1.png\" data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" alt=\"\"></figure>\n<p><em>Image 6 Principe de raidissement par traction</em></p>\n<p>En outre, CSFM prend en compte l'<strong>effet de raidissement</strong> du béton en traction entre les fissures sur le ferraillage, appelé raidissement par traction. Dans le modèle de calcul, le degré de ferraillage moyen ε<sub>m</sub> est utilisé. Le diagramme de contrainte-déformation du ferraillage est alors modifié (Image 6). Cela permet une représentation réaliste de la rigidité de la structure en béton armé endommagée par des fissures. Cependant, il est toujours vrai que la résistance à la traction du béton ne contribue pas à la capacité ultime. La contrainte maximale dans le ferraillage σ<sub>sr</sub> dans les fissures est essentielle pour la conception (Image 6).</p>\n<p>CSFM utilise des modèles de matériaux uniaxiaux communs (diagrammes de contrainte-déformation) définis dans les <strong>normes de conception</strong>. L'approche standard, la méthode des coefficients partiels de sécurité, est ensuite utilisée pour évaluer l'ELU. La simplicité de la méthode la rend adaptée à la pratique de l'ingénierie et est cohérente avec les normes de conception.</p>\n<p>Même s'il s'agit d'une analyse MEF non linéaire, l'ingénieur en structure n'a pas besoin de saisir des attributs supplémentaires des matériaux et des caractéristiques du béton au calcul qui peuvent même ne pas être disponibles lors de la conception et qui sont nécessaires, par exemple, pour les analyses MEF non linéaires basées sur la mécanique de la rupture. Comme indiqué précédemment, l'un des principaux avantages de l'analyse CSFM, outre les états limites ultimes, est la capacité d'évaluer les <strong>états limites de service : flèche, limites de contrainte et, en particulier, ouverture des fissures</strong>.</p>\n<figure data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8fd3f66a-63b9-4aba-bb10-9e12889ed7d4/Finite%20element%20model.png\" data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" alt=\"\"></figure>\n<p><em>Image 7 Exemple de représentation d'un modèle d'éléments finis dans IDEA StatiCa Detail</em></p>\n<p>(Image 7) Le modèle MEF dans CSFM est composé de plusieurs types d'éléments finis :</p>\n<ul>\n  <li>Élément 1D avec rigidité axiale pour le ferraillage</li>\n  <li>Élément 2D isoparamétrique pour le béton</li>\n  <li>Ressorts pour le modèle d'ancrage du ferraillage avec extrémité traitée</li>\n  <li>Élément 2D spécial pour modéliser la cohésion entre le ferraillage et le béton</li>\n  <li>Contraintes rigides et interpolantes (contraintes multipoints, MPC) entre les éléments de cohésion et le béton</li>\n</ul>\n<p>Si le ferraillage conçu empêche la rupture fragile de l'élément, il a été démontré que la méthode CSFM donne de très bonnes prédictions de la réponse et de la capacité ultime de la structure malgré la simplicité de la formulation. Autrement dit, la méthode n'est pas adaptée, par exemple, à la conception de poutres sans ferraillage de cisaillement transversal qui présentent un potentiel de comportement fragile. Les <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">vérifications</a> de la méthode, y compris des expériences, sont données dans [1]. Une description plus détaillée de la méthode dépasse le cadre du présent document et peut également être trouvée dans la <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Base théorique</a>.</p>\n<p>Il est clair que les principes de la méthode CSFM sont généraux et son application n'est donc pas limitée aux régions de discontinuité, mais peut être utilisée pour modéliser des éléments entiers, par exemple des poutrelles préfabriquées, et lorsque l'élément peut être simplifié en un modèle 2D au plan. La méthode et sa mise en œuvre dans le logiciel (IDEA StatiCa Detail) ont également été développées avec la possibilité de saisir le <strong>ferraillage précontraint et post-contraint</strong>.</p>\n<h2>3. Exemple de conception d'une tête de pilier</h2>\n<p>L'application pratique de CSFM est illustrée par la conception de tête de pilier de pont à l'image 8. Il s'agit du deuxième pilier d'un pont continu avec trois travées de 30,0 m, 42,0 m et 30,0 m. La tête du pilier en béton armé est conçue en béton C40/50 et son épaisseur (dans la direction longitudinale du pont) est 2,0 m.</p>\n<figure data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7bd9ebbf-5d30-448a-93e2-c89641d05677/4.png\" data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" alt=\"\"></figure>\n<p><em>Image 8 Tête de pilier : a) Conception sommaire ; b) Contrainte de compression dans le béton en ELU ; c) Contrainte de traction dans le ferraillage en ELU ; d) Ouverture des fissures en ELS</em></p>\n<p>Au sommet de la tête de pilier, une poutre transversale avec le ferraillage B500 20xϕ28+20xϕ25 – les quatre couches supérieures – a été conçue tout d'abord. L'image 8a montre une conception sommaire à l'état limite ultime, indiquant les contraintes de compression dans le béton, les directions des contraintes de compression et les contraintes dans le ferraillage. La distribution plus détaillée des contraintes dans le béton et ferraillage est ensuite documentée dans les images 8b et 8c. Le ferraillage transversal se trouve juste en dessous de la limite d'élasticité et les contraintes dans le béton (et les déformations relatives) sont satisfaisantes à l'ELU. Cependant, le résultat du calcul de l'ouverture des fissures (image 8d) montre que la conception ne satisfait pas à l'<strong>ELS&nbsp;</strong>: w<sub>max</sub> = 0,36 mm &gt; w<sub>lim</sub> = 0,3 mm. <strong>Pour respecter l'ouverture des fissures limite, il est nécessaire d'augmenter le ferraillage </strong>de la poutre transversale à 20xϕ32+20xϕ28. Dans le cas de w<sub>lim</sub> = 0,2 mm (par exemple pour un pilier près d'une route générant une projection des sels, niveau d'influence environnementale XF2), le ferraillage de la poutre transversale devrait être augmentée encore plus à 24xϕ32+24xϕ28.</p>\n<h2>Conclusion</h2>\n<p>CSFM convient à la pratique de l'ingénierie parce que la méthode utilise des <strong>modèles de matériaux simples définis dans la norme de conception</strong>. En plus des états limites ultimes, elle permet également de concevoir les états limites de service dont l'évaluation était auparavant difficile à imaginer en utilisant l'analogie des fermes. En introduisant la méthode dans <strong>IDEA StatiCa Detail</strong>, il est alors possible de capturer de manière réaliste la réponse de la structure et de concevoir et évaluer les régions de discontinuité et les assemblages plus importants de manière efficace et sûre.</p>\n<p>La CSFM a été développée principalement grâce au travail du professeur Walter Kaufmann, directeur de l'ingénierie structurelle de l'École polytechnique fédérale de Zurich (EPFZ). Lui et son équipe ont également <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">vérifié la méthode et sa mise en œuvre logicielle</a>.</p>\n<h2>Littérature</h2>\n<p>[1] KAUFMANN, Walter, et al : Compatible stress field design of structural concrete, ETH Zurich, 2020, ISBN 978-3-906916-95-8,</p>\n<p>[2] KAUFMANN, W., MARTI, P. : Structural Concrete : Cracked Membrane Model. Journal of Structural Engineering 124 (12) : 1467-75, 1998 https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467)</p>\n<p>[3] KRAUS, M., M. WEBER, W. KAUFMANN, W, BOBEK, L. : Numerical analysis of experimentally tested frame corners with opening moments using the Compatible Stress Field Method (CSFM). In : Computational Modelling of Concrete and Concrete Structures, pp. 694-03. CRC Press, 2022 <a href=\"https://doi.org/10.1201/9781003316404\">https://doi.org/10.1201/9781003316404</a></p>\n<h2>Auteur de l'article</h2>\n<p>Ing. Pavel Kaláb, PhD.</p>\n<p>IDEA StatiCa s.r.o.</p>"
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                                                    "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 23)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 23).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 24 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 24. A crack kinematic without slip (pure crack opening) is considered (Fig. 24a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 24b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models presented in Section 1.2.4 by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 24c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 25) by means of the model presented in Section 1.2.4.</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 25\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>"
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                                            "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h2>Structural design of concrete discontinuities in IDEA StatiCa Detail</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#reinforcement-structural-design\">Reinforcement structural design</a><br>\n<a href=\"#finite-element-implementation-idea-statica-detail\">Finite element implementation in IDEA StatiCa Detail</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#finite-element-types\">Finite element types</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#meshing\">Meshing</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#presentation-of-results\">Presentation of results</a><br>\n<a href=\"#structural-element-verification-idea-statiCa-detail\">Structural element verification in IDEA StatiCa Detail</a><br>\n<a href=\"#verification-of-the-structural-concrete-elements\">Verification of the structural concrete elements (EN)</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#material-models\">Material models</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#safety-factors\">Safety factors</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#partially-loaded-areas\">Partially loaded areas (PLA)<br>\n</a> &nbsp;&nbsp;&nbsp;- <a href=\"#serviceability-limit-state-analysis\">Serviceability limit state analysis</a><br>\n</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"dd5c0a73_c7f6_01d0_a41f_f49bb5ffb947\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n89b745d5_92d1_0144_c339_09a2d586407e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___main_assumptions_a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n82977474_109b_010e_9192_c89b1989d070\"></object>\n<object type=\"application/kenticocloud\" 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data-codename=\"theoretical_background_detail___safety_factors\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f95c03f_046c_01d7_3298_0b0bf00905fd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___ultimate_limit_sta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f4e5df8b_4a56_01f4_bc6d_94a0519ab1a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___partially_loaded_a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6d893327_7af2_0116_cc53_17d9c523d187\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___serviceability_lim\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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                                    "value": "<p>Dans IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, les utilisateurs ont la possibilité de créer des modèles d'assemblage en utilisant des paramètres (relations définies entre des entités individuelles). La conception paramétrique permet aux utilisateurs de concevoir des assemblages standardisées de manière efficace - <strong>lisez comment travailler avec les paramètres</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">dans cet article.</a></p>\n<p>L'intégration de <strong>modèles paramétriques</strong> dans <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offre une approche transformationnelle des flux de travail des concepteurs d'assemblage. <strong>Elle permet aux utilisateurs de créer et d'utiliser une collection universelle de modèles qui peuvent être facilement personnalisés et déployés dans différents contextes de conception.</strong></p>\n<h2>Comment cela fonctionne-t-il ?</h2>\n<p>L'utilisateur peut télécharger lassemblage créé vers son entreprise ou son ensemble personnel, comme pour n'importe quelle conception, et il peut même le faire <strong>avec les paramètres définis</strong>. Une fois que la même géométrie est présente dans le projet et que la solution peut être répétée, l'utilisateur peut appliquer cette conception préparée à l'avance (modèle) avec tous les paramètres.</p>\n<figure data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0a53fd0-929f-4053-9c8c-37b522604485/parametric_template_3.png\" data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" alt=\"\"></figure>\n<p>En outre, après avoir proposé le modèle, il est possible de <strong>modifier les paramètres directement</strong> <strong>dans la fenêtre de conception principale</strong> et il n'est pas nécessaire de passer en mode développeur. Cet environnement convivial permet aux utilisateurs moins expérimentés de travailler avec des paramètres prédéfinis en toute sécurité selon les préréglages des concepteurs seniors.</p>\n<figure data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21f4f5f7-4808-4e52-ad70-4c7446950a47/parametric_template_5.png\" data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" alt=\"\"></figure>\n<p>L'optimisation ultérieure est très simple, car il est possible d'éviter de modifier chaque entité une par une lors de l'utilisation des opérations.</p>\n<p>En modifiant un paramètre, <strong>plusieurs étapes</strong> peuvent être réalisées en même temps. Par exemple, lorsque l'on modifie la largeur de l'élargisseur, ce n'est pas seulement l'élargisseur lui-même qui est affecté, mais aussi toutes les soudures associées et l'emplacement du raidisseur :</p>\n<figure data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a920b12e-d9f6-4545-9616-2b4e45b7c256/parametric_template_4.png\" data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" alt=\"\"></figure>\n<p>Les modifications verrouillées dans la liste des propriétés de certaines opérations de fabrication sont désactivées dans de tels cas. Cependant, si l'utilisateur le souhaite, il peut casser les paramètres à l'aide du bouton<strong>\"exploser</strong>\" et continuer à modifier les opérations.</p>\n<p>Les modèles auxquels les paramètres sont liés sont marqués d'un {p} minuscule. Plusieurs modèles paramétriques ont déjà été préparés et mis à disposition dans le <strong>jeu de modèles prédéfinis par l'équipe IDEA StatiCa</strong>.</p>\n<figure data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f541105-3c13-4356-9547-4495dfdbfdce/parametric_template_1.png\" data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" alt=\"\"></figure>\n<h2>Quels sont les avantages des modèles paramétriques ?</h2>\n<ul>\n  <li><strong>Modèles universels</strong>: Les concepteurs peuvent accéder à une large collection de modèles paramétriques à partir de Connection Library. Ces modèles sont conçus pour être universellement applicables et constituent une base solide pour un large éventail de projets.</li>\n  <li><strong>Personnalisation paramétrique</strong>: Grâce à l'onglet Développeur, les utilisateurs peuvent définir des paramètres spécifiques pour chaque modèle, ce qui permet un haut degré de personnalisation et de flexibilité dans la conception.</li>\n  <li><strong>Identification des modèles</strong>: Les modèles paramétriques sont facilement identifiables par le symbole {p}, ce qui permet aux utilisateurs de les reconnaître et de les sélectionner rapidement pour leurs projets.</li>\n  <li><strong>Filtrage amélioré de la bibliothèque</strong>: Le filtre de la fenêtre de proposition de Connection Library permet aux utilisateurs de trouver efficacement des modèles paramétriques parmi l'offre étendue de la bibliothèque.</li>\n  <li><strong>Contrôle de la publication</strong>: Lorsqu'un assemblage contient des paramètres, les concepteurs ont la possibilité de publier ces modèles paramétriques dans Connection Library. Cette fonctionnalité permet de partager des modèles personnalisés avec l'ensemble de la communauté des utilisateurs ou de les garder confidentiels pour un usage individuel ou interne.</li>\n</ul>\n<h2>Impact sur le flux de travail</h2>\n<p>L'inclusion de modèles paramétriques dans Connection Library représente une avancée significative dans le processus de conception pour les concepteurs d'assemblage. Cette fonctionnalité simplifie le processus de conception en fournissant :</p>\n<ul>\n  <li><strong>Efficacité</strong>: L'utilisation de modèles accélère la phase de conception, ce qui permet des itérations et des modifications plus rapides.</li>\n  <li><strong>Cohérence</strong>: Les modèles paramétriques garantissent la cohérence de la conception d'un projet à l'autre, ce qui est essentiel pour maintenir les normes et la qualité.</li>\n  <li><strong>Collaboration</strong>: La possibilité de partager des modèles personnalisés améliore la collaboration entre les équipes et avec l'ensemble de la communauté des concepteurs.</li>\n  <li><strong>Personnalisation</strong>: Les concepteurs peuvent adapter les modèles aux exigences spécifiques d'un projet, ce qui améliore la précision et l'efficacité de la conception.</li>\n</ul>\n<p><em>Disponible dans le </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>patch 23.1.5 d'IDEA StatiCa</em></a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n698fc8a8_25b1_016d_9bfc_52f86a474d95\"></object>\n<h2>Jeux de contrôle par défaut dans les opérations</h2>\n<p>La conception d'un assemblage par paramètres consiste à définir des paramètres uniques spécifiques à chaque type d'assemblage d'une part. D'autre part, il y a des paramètres qui sont utilisés presque toujours en raison des pratiques d'ingénierie courantes, telles qu'un ensemble de soudures, de fixations et de matériaux.</p>\n<p>Pour simplifier la création de modèles paramétriques et accéder à ces paramètres à tout moment, nous incluons ces contrôles en tant qu'ensembles par défaut dans la racine de l'opération.</p>\n<p>Lorsque vous sélectionnez Opérations, les paramètres suivants sont disponibles par défaut :</p>\n<ul>\n  <li>Réglage de la soudure : <strong>Méthode de dimensionnement</strong> et <strong>matériau de</strong> la soudure (24.0.5)</li>\n  <li>Paramètres du boulon : <strong>Type</strong>, <strong>plan de cisaillement dans le filetage</strong> et <strong>transfert de l'effort de cisaillement</strong> (24.1.0)</li>\n  <li>Paramétrage&nbsp;des platines: <strong>Matériau </strong>(24.1.0)</li>\n</ul>\n<figure data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23570977-6342-4a3e-adc8-2563c3e0028f/common%20properties%201.png\" data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" alt=\"\"></figure>\n<p>Ces commandes définissent la propriété spécifique pour l'ensemble du modèle d'assemblage à toutes les opérations et sont affichées dans la racine des opérations par défaut. Ils ne modifient pas les propriétés des éléments de structure, mais uniquement les opérations de fabrication.</p>\n<p>Si l'une des propriétés liées au contrôle <strong>est utilisée dans un paramètre</strong> du modèle paramétrique, le contrôle est automatiquement désactivé. Ce comportement permet d'éviter d'influencer la même propriété à partir de deux endroits et, par conséquent, de gâcher les détails de l'assemblage par des boucles dans les paramètres.</p>\n<p>En outre, ces contrôles sont également affichés sans modèle paramétrique, ce qui permet d'effectuer des modifications rapides et d'unifier les propriétés de n'importe quel modèle d'assemblage.</p>\n<h2>Quels sont les avantages ?</h2>\n<ul>\n  <li>Pour l'<strong>utilisateur du modèle paramétrique</strong> (par exemple, l'utilisateur junior), toutes les opérations sont désactivées (en lecture seule). Cependant, la <strong>modification du matériau, de la classe de boulons ou du matériau de la platine</strong> reste une action couramment attendue. Toutefois, si un seul paramètre manque dans le modèle paramétrique, celui-ci devient inutilisable. Les propriétés communes telles que les soudures, les boulons et les matériaux peuvent désormais être contrôlées dans chaque modèle paramétrique à l'aide des commandes par défaut affichées sous les paramètres.</li>\n  <li>L'ajout de ces contrôles <strong>simplifie le travail du créateur du modèle</strong> (par exemple, l'utilisateur principal) <strong>lors de la préparation des modèles paramétriques</strong>. Désormais, il n'est plus nécessaire de créer manuellement des paramètres spéciaux pour modifier des propriétés communes telles que les soudures, les boulons et les matériaux.</li>\n  <li>Parfois, vous souhaitez <strong>unifier les nuances de boulons ou de platines et les matériaux de soudure</strong> dans l'ensemble du détail de l'assemblage, même si le <strong>modèle paramétrique n'est pas utilisé</strong>. Cela peut être facilement réalisé soit en multi-sélectionnant dans l'arbre et en éditant des opérations du même type (néanmoins, dans ce cas, cela doit être fait plusieurs fois pour chaque groupe d'opérations séparément), soit il est maintenant possible de <strong>modifier la propriété demandée</strong> ou de vérifier si la même propriété est utilisée <strong>en un seul clic</strong>.</li>\n</ul>\n<figure data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/937c9874-ecb7-4e00-ba25-790f70433722/common%20properties%202.png\" data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n894962c2_9e8f_01ba_11c7_5f16f7e8d9c6\"></object>\n<h2>Améliorations de l'ensemble prédéfini</h2>\n<p>Plusieurs améliorations ont été apportées aux <strong>modèles paramétriques créés par l'assistant</strong> afin d'améliorer la convivialité, la clarté et la cohérence du modèle.</p>\n<ul>\n  <li>Les messages de validation ont été affinés, seuls les messages fonctionnels et pertinents sont désormais affichés, tels que le type d'élément incorrect, la compatibilité de section transversale ou les problèmes de définition de la charge.</li>\n  <li>Les textes des messages ont également été réécrits pour une meilleure lisibilité et une plus grande précision technique.</li>\n</ul>\n<figure data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae6b21b1-c930-4ad9-859f-f1753f5d321a/25-1%20predefined%20set%202.png\" data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" alt=\"\"></figure>\n<ul>\n  <li>Les modèles conservent désormais correctement les <strong>données de section transversale</strong> pour les cornières et les éléments de raidissement, ce qui garantit une génération précise de la géométrie.</li>\n  <li>Les <strong>sections transversales personnalisées (CCS) stockées dans MPRL</strong> sont incluses dans les modèles et automatiquement appliquées aux nouveaux modèles.</li>\n  <li>Une nouvelle <strong>méthode d'opération Workplane, Intersection</strong>, permet d'utiliser les modèles pour les éléments se terminant dans les directions X+ et X- dans Checkbot, avec un décalage réglable et un positionnement sur le bord proche ou éloigné de l'élément concerné.</li>\n</ul>\n<figure data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c417587-c02f-4a0b-933f-9a3c4071f6ac/25-1%20predefined%20set%203.png\" data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" alt=\"\"></figure>\n<p>Grâce à cette nouvelle fonction, les modèles&nbsp;sont applicables aux toutes les deux extrémités dans Checkbot.</p>\n<figure data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3991f2a-98fe-4c99-a1b7-a6875607d42d/25-1%20predefined%20set%204.png\" data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" alt=\"\"></figure>\n<p>Les modèles&nbsp;paramétriques peuvent également être <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combinés entre eux ou avec des opérations de fabrication standard</a>.</p>\n<p><em>Disponible dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                            "value": "<p>In IDEA StatiCa, there are three possible areas to work with parametric design effectively.</p>\n<h2>Parameters in IDEA StatiCa Connection</h2>\n<p>The first usage of parametric design is the simplest. Each element, like a member, plate, bolt, or weld, can be defined by its shape, position, and material.&nbsp;</p>\n<p>For this purpose, you'll need to enable the <strong>Developer mode</strong> in Project / Preferences / Advanced Settings.&nbsp;</p>\n<figure data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/859245fb-d6ee-4d79-ad1f-2228306e1088/parameters.png\" data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" alt=\"\"></figure>\n<p>In the tab <strong>Parameters</strong>, you can add Numbers (decimal sign is dot), Text (please use simple quotes), and even Equation.&nbsp;</p>\n<p>To link this parameter to the items defined by the Operations, just click on the <strong>Link</strong> icon.&nbsp;</p>\n<figure data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7c719-63a1-4bfe-bf4f-5eb9605165d3/link-par.png\" data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" alt=\"\"></figure>\n<p>The button <strong>Set to model</strong> allows you to overwrite initial values to the Parameter values.</p>\n<p>To get acquainted with all possibilities about the parameters, please look at the <a href=\"https://github.com/idea-statica/ideastatica-public/wiki/Reference-Guide-Expression-Parameters\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Reference guide</a>.</p>\n<p>More about this theme can be found also in the articles <a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a> and <a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a>.</p>\n<h2>Plugin for Rhino/Grasshopper</h2>\n<p>Grasshopper3d is a visual programming package attached to the powerful modeling CAD software&nbsp;<a href=\"https://www.rhino3d.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Rhino3d</a>.</p>\n<p>Combining Grasshopper with IDEA StatiCa's Open Model and APIs creates an extremely powerful platform for the parametric definition of complex connection geometry plus the automation and optimization of connections.</p>\n<figure data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a070a736-1da4-4e4f-a22f-baaad9dc2506/GH.png\" data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" alt=\"\"></figure>\n<p>The plugin can be used in several ways:</p>\n<ul>\n  <li>it enables the creation of complex joints, even without an IDEA Connection license</li>\n  <li>import of a structure (SAF model, IOM model) and a bulk calculation of specified joints</li>\n  <li>optimizing joints in terms of shape, material, etc., using parameters &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</li>\n</ul>\n<p>For more, please visit <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino to IDEA StatiCa workflow</a>.</p>\n<h2>Design API's</h2>\n<p>IDEA StatiCa provides several general API's for the different apps and services that we provide. This is an excellent place to start if you are a computational designer or software developer looking to perform automated structural design and optimization tasks. Design API's are targeted toward both Python and C#/.Net users.&nbsp;</p>\n<figure data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b0fff41-e68a-482a-a613-5f638d9e46c4/api.png\" data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" alt=\"\"></figure>\n<p><a href=\"https://developer.ideastatica.com/docs/api/api_overview.html\">You can start here</a> or visit the <a href=\"https://github.com/idea-statica\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa GitHub</a>. &nbsp;&nbsp;</p>"
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                                            "value": "<p>Beaucoup de nœuds d'une structure réelle ne peuvent pas être couverts individuellement par un type d'assemblage standard. Les concepteurs divisent ces nœuds&nbsp;en assemblages distincts et les vérifient à l'aide d'outils simples ou de feuilles de calcul Excel sans tenir compte de leur interaction, ce qui peut entraîner des erreurs de conception.</p>\n<h3>Les modèles paramétriques peuvent être combinés avec d'autres opérations</h3>\n<p>Lors de l'utilisation d'un modèle paramétrique, il est toujours possible d'ajouter de nouvelles opérations. Il est donc possible d'ajouter une seule&nbsp;opération unique à un modèle paramétrique existant.</p>\n<p>De cette manière, il est facile d'ajouter, par exemple, plus de raidisseurs au modèle choisi.</p>\n<figure data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7898ecd8-9db8-455e-8747-f1724f0eaeac/Combination%20of%20parametric%20template%20and%20unrelated%20operations%201.png\" data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" alt=\"\"></figure>\n<p>Un autre exemple peut être un joint composé de différents assemblages - certains éléments ne sont pas pris en compte dans le modèle choisi.</p>\n<figure data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad580407-b098-495d-8783-6fda3a80577a/Combination%20of%20parametric%20template%20and%20unrelated%20operations%202.png\" data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" alt=\"\"></figure>\n<p>La connexion de cet élément supplémentaire avec une opération standard est facile à réaliser.</p>\n<figure data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baee32da-a7c8-4884-b460-cff867b1c5a4/Combination%20of%20parametric%20template%20and%20unrelated%20operations%203.png\" data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n429cfc7e_7ebf_0119_b91d_f4cc9164e2bf\"></object>\n<h2>Combinez plusieurs modèles paramétriques dans un seul modèle</h2>\n<p>Pour connecter plusieurs éléments dans un nœud, vous pouvez appliquer plusieurs modèles paramétriques. Créez vos assemblages standards en tant que modèle paramétrique, puis combinez-les efficacement pour obtenir la conception d'assemblage souhaitée pour l'ensemble de la structure.</p>\n<figure data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d59211a9-a119-42c4-a207-c0aa1509eca3/Multiple%20templates%201.png\" data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" alt=\"\"></figure>\n<p>Chaque modèle appliqué est désormais représenté par un <strong>entête de modèle</strong> distinct (Modèle 1, Modèle 2, etc.) dans l'arbre des opérations. La sélection d'un modèle affiche ses paramètres et contrôles spécifiques, ce qui permet aux utilisateurs de modifier les propriétés locales, telles que la disposition des boulons, les matériaux ou l'épaisseur de platine, indépendamment pour chaque modèle.</p>\n<figure data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3c987a69-d44b-4644-a40c-c807fb119c4f/Multiple%20templates%202.png\" data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" alt=\"\"></figure>\n<p>Les propriétés globales restent accessibles sous l'<strong>entête&nbsp;Opérations</strong>, ce qui permet à l'utilisateur d'appliquer des paramètres de matériau ou de la norme communs à l'ensemble de l'assemblage. La nouvelle structure soutient les conceptions à modèles mixtes où les modèles individuels conservent leur flexibilité paramétrique.</p>\n<figure data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d456161d-b705-4d74-b992-279c974a7b00/Multiple%20templates%203.png\" data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" alt=\"\"></figure>\n<p><em>Mise à jour dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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Widget #NaN: support_center_article

Name: 3D Detail Reinforcement

ID: 986205ed-6393-49b3-9e18-8e8014c73b25

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    "value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n  <li>By two points</li>\n  <li>On surface edge</li>\n  <li>On surface edge on more edges</li>\n  <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. In this case, a 3D scene with the reinforcement displayed is additionally available for better orientation, allowing rotations around two axes.</p>\n<figure data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff3a99a5-1dff-4519-9ab7-13c4571673f2/3D%20Detail%20in%2024.1_22.png\" data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" alt=\"\"></figure>"
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                    "value": "<p>In practice, engineers may encounter different types of finite elements (from simple 1D bar elements to more complicated 3D brick elements) that are used in a variety of applications for the analysis and design of structural elements. A common feature of most of the computations in practice tends to be the linear behavior of the models, the advantages of which are undoubtedly speed, clarity, and simply the fact that for a large variety of problems, this solution is quite sufficient.</p>\n<p>Especially in the world of concrete structures, it often happens that the linear approach is not sufficient simply because after the first cracks appear in the loaded element, the stresses are redistributed and the problem becomes significantly non-linear.</p>\n<p>For these cases, it is necessary to choose one of the more sophisticated approaches. For 1D cases, analytical methods defined directly in codes can often be found. For example, popular Strut and Tie models can be built for 2D planar elements and discontinuity regions (D-regions), or the more sophisticated stress field method implemented in IDEA StatiCa Detail, CSFM, can be used.</p>\n<p>However, if the engineer encounters a problem that cannot be simplified into planar behavior, the options are very limited. Of course, a 3D Strut and Tie model can be built or semi-scientific software can be used for accurate analysis. These procedures are often time-consuming, not code-compliant, and require an engineer knowledgeable in advanced modeling methods.</p>\n<p>For this reason, IDEA StatiCa has developed and implemented the 3D CSFM (Compatible Stress Field Method) in the Detail application. 3D CSFM extends the established CSFM into a third dimension, offering a fast and code-compliant solution that is primarily applicable to the everyday engineer, giving them a unique new ability to safely tackle the complex details of concrete structures.</p>"
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                    "value": "<p>3D CSFM defines the concrete behavior based on the<strong> Modified Mohr-Coulomb</strong> plasticity theory for monotonic loading. The method <strong>considers principal concrete stresses in compression and reinforcement stresses (σ</strong><em><strong><sub>sr</sub></strong></em><strong>) at the cracks while neglecting the concrete tensile strength (tension cut-off), except for its stiffening effect on the reinforcement (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>Tension stiffening</strong></a><strong>).</strong></p>\n<p><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>1</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>2</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>3</sub></strong><em><strong><sub>r</sub></strong></em><em><strong> ≤ 0 MPa</strong></em></p>\n<p>The reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM <strong>is not suitable for simulating plain concrete</strong> due to the absence of tension, which may result in misleading deformation and model divergence. Generally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle <em>φ</em> and cohesion parameter <em>c</em>. <strong>3D CSFM assumes a zero angle of internal friction </strong>(Fig. 1e), leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Basic assumptions of the 3D CSFM: (a) principal stresses in concrete; (b) stresses in the reinforcement direction;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) stress-strain diagram of concrete in terms of maximum stresses; (d) stress-strain diagram of reinforcement}}}\\) \\( \\textsf{\\textit{\\footnotesize{in terms of stresses at cracks and average strains; (e) Mohr's circles for concrete model in 3D CSFM; (f) bond shear stress-slip}}}\\) \\( \\textsf{\\textit{\\footnotesize{relationship for anchorage length verifications.}}}\\)</em></p>\n<h4>Concrete&nbsp;</h4>\n<p>The presented material model is a multisurface plasticity model given by the combination of the Mohr-Coulomb and Rankine models for monotonic loading. It’s important to note that this model does not address unloading, therefore, state variables are not stored, as they would be in classical plasticity models used for cyclic loading.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>As already mentioned, the material model is intended for use in applications that calculate the response of reinforced concrete (not suitable for plain concrete). This is due to the exclusion of concrete in tension. Therefore, the model is not even suitable for structural elements where the design rules for reinforced concrete such as minimum reinforcement ratio, maximum bar spacing, etc., are not fulfilled. It should also be added that, for numerical stability reasons, a very small tensile capacity is defined in the model. The tensile part is restricted by planes corresponding to the Rankine model.</p>\n<p>3D CSFM in&nbsp;<em>IDEA StatiCa Detail</em>&nbsp;does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., it considers an infinitely plastic branch after the peak stress is reached). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the&nbsp;𝜂<sub>𝑓𝑐</sub>&nbsp;reduction factor defined in&nbsp;<em>fib</em>&nbsp;Model Code 2010 as follows:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>c</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<p>The <em>f</em><em><sub>c,red</sub></em> is then compared with the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> in concrete, which will be defined further, of course, with consideration of all safety factors prescribed by code.</p>\n<p>A detailed description of the concrete model can be found at the following link:</p>\n<ul>\n  <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Concrete Material Model for 3D Detail</strong></a></li>\n</ul>\n<h4>Reinforcement</h4>\n<p>The bilinear stress-strain diagram for reinforcement bars, as defined by design codes (Fig. 1d), represents an idealized model. This model necessitates knowledge of the basic properties of the reinforcement during the design phase, specifically the strength and ductility class. Alternatively, users have the option to define a customized stress-strain relationship.</p>\n<p>Tension stiffening is considered by modifying the stress-strain relationship of the bare reinforcing bar to capture the average stiffness of the bars embedded in the concrete (ε<sub>m</sub>) (Fig 1b).</p>\n<h4>Anchorage</h4>\n<p>Bond-slip between reinforcement and concrete is introduced in the finite element model by considering the simplified rigid-perfectly plastic constitutive relationship presented in (Fig. 1f), with&nbsp;<em>f</em><em><sub>bd</sub></em>&nbsp;being the design value (factored value) of the ultimate bond stress specified by the design code for the specific bond conditions.</p>\n<p>This is a simplified model with the sole purpose of verifying bond prescriptions according to design codes (i.e., anchorage of reinforcement). The reduction of the anchorage length when using hooks, loops, and similar bar shapes can be considered by defining a certain capacity at the end of the reinforcement, as will be described further.</p>\n<h4>Anchors</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces, as well as shear forces, considering the bending stiffness.&nbsp;</p>\n<p>The following types of anchors are available:</p>\n<ul>\n  <li>Cast-in-place anchors\n    <ul>\n      <li>Reinforcement</li>\n      <li>Washer plate</li>\n      <li>Headed stud</li>\n    </ul>\n  </li>\n  <li>Cast-in-place reinforcement\n    <ul>\n      <li>Reinforcement</li>\n      <li>Threaded rods</li>\n    </ul>\n  </li>\n</ul>\n<p><br></p>\n<p><strong>Cast-in-place - Reinforcement</strong></p>\n<p>Modeled as ribbed reinforcement embedded in concrete. Bond strength is calculated according to selected code rules in the same way as for standard reinforcement. At the anchor end, an <strong>Anchorage type</strong> can be defined, working identically to reinforcement - an anchorage spring is applied with the β-factor set according to the chosen code. Three geometric shapes are available: <strong>Straight, L-shape, U-shape</strong>.</p>\n<figure data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b7dc2b3e-f3e4-4741-8826-118ea9a6372a/Cast-in-reinforcement%20shapes.png\" data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Cast-in reinforcement anchor - shapes}}}\\]</em></p>\n<p><strong>Cast-in-place - Washer plate and Headed stud</strong></p>\n<p>The washer plate and the head of the headed stud are modeled as a plate-shell element from the corresponding material attached directly to the anchor shank. It transfers load to the concrete through compression-only contact. Available shapes: circular and square (only circular for headed stud), with customizable dimensions. The washer plate and head model is elastic and is not checked for resistance.&nbsp;</p>\n<p>At the finite element model level, the <strong>pull-out</strong> of the anchor is directly checked. The compression contact has stop criteria set so that it is not able to transfer greater contact stress to the concrete than prescribed by the selected standard. In practical terms, this means that if the anchor were to be loaded with a force that does not comply with the pull-out assessment, the result would be premature termination of the calculation because this stop criterion would be exceeded during further loading.</p>\n<p>The anchor shank has <strong>zero bond strength</strong> – all load is transferred to the concrete through the plate or head into the concrete.</p>\n<p><strong>Post-installed - Reinforcement and Threaded rod</strong></p>\n<p>Designed as bars installed into drilled holes and bonded with adhesive. 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                    "value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory&nbsp;is a&nbsp;mathematical model&nbsp;describing the response of<strong> </strong>brittle materials, to&nbsp;shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the&nbsp;compressive strength&nbsp;far exceeds the&nbsp;tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In&nbsp;structural engineering,&nbsp;it is used to determine failure load as well as the angle of&nbsp;fracture&nbsp;for displacement of fracture surface in concrete and similar materials.&nbsp;Coulomb's&nbsp;friction&nbsp;hypothesis is used to determine the combination of shear and&nbsp;normal stress&nbsp;that will cause a fracture of the material.&nbsp;Mohr's circle&nbsp;is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the&nbsp;principle of normality,&nbsp;the stress introduced at failure will be perpendicular to the line describing the fracture condition.&nbsp;</p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the&nbsp;angle of friction. This makes the strength of the material determinable by comparing the external&nbsp;mechanical work&nbsp;introduced by the displacement and the external load with the internal mechanical work introduced by the&nbsp;strain&nbsp;and stress at the line of failure. By&nbsp;conservation of energy,&nbsp;the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 6.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 7.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 6, where the real angle of internal friction is used, and Figure 7, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way.&nbsp;</p>\n<p>\\[\\kappa = &nbsp;&nbsp;\\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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                    "value": "<p>The non-linear (inelastic) finite element analysis model is created by several types of finite elements used to model concrete, reinforcement, and the bond between them. Concrete and reinforcement elements are first meshed independently and then interconnected using multi-point constraints (MPC elements). This allows the reinforcement to occupy any position not limited to nodes of tetrahedral mesh. To verify anchorage length, bond, and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC and bond elements}}}\\]</em></p>\n<h4>Concrete</h4>\n<p>Concrete is analyzed using <strong>mixed tetrahedral elements with nodal rotations</strong>. The tetrahedral elements allow us to mesh regions of any topology while the implemented formulation guarantees accurate deformation results (without spurious shear stress known as the shear lock effect) even for the coarse mesh which would not be suitable for linear tetrahedral elements formulation.&nbsp;</p>\n<p>Full integration is utilized. It means that each element is equipped with four integration points situated within the volume. Such an integration yields a precise strain and stress field, allowing for sufficient evaluation and presentation of the results across the whole volume. Subsequently, the stop criteria are established based on the value in the integration point.</p>\n<h4>Reinforcement</h4>\n<p>Rebars are modeled by two-node 1D “rod” elements (CROD), which only have axial stiffness. These elements are connected to special “bond” elements that were developed in order to model the slip behavior between a reinforcing bar and the surrounding concrete. These bond elements are subsequently connected by MPC (multi-point constraint) elements to the mesh representing the concrete. This approach allows the independent meshing of reinforcement and concrete, while their interconnection is ensured later.</p>\n<h4>Bond elements</h4>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (3D) and reinforcing bar elements (1D) in the finite element model. For this purpose, the “bond” finite element type was developed.</p>\n<p>The bond element is defined as a shell finite element connected to elements representing reinforcement by the first layer and by the second layer to concrete mesh via multi-point constraints (MPC elements). It should be noted that the bond element is always displayed in this article with a non-zero height, which is, however, defined as infinitesimal in the model.</p>\n<p>The behavior of this element is described by the bond stress, τ<em><sub>b</sub></em>, as a bilinear function of the slip between the upper and lower nodes, δ<em>u</em>, see (Fig. 12).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad (a)&nbsp;Conceptual&nbsp;illustration&nbsp;of&nbsp;the&nbsp;deformation&nbsp;of&nbsp;a&nbsp;bond&nbsp;element;&nbsp;(b) shear-deformation&nbsp;function}}}\\]</em></p>\n<p>The elastic stiffness modulus of the bond-slip relationship,&nbsp;<em>Gb</em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default&nbsp;<em>kg</em>&nbsp;= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as&nbsp;<em>Ecm</em>&nbsp;in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress,&nbsp;<em>f</em><em><sub>bd</sub></em>, provided in the respective selected design codes EN 1992-1-1 or ACI 318-19 are used to verify the anchorage length. The hardening of the plastic branch is calculated by default as&nbsp;<em>Gb</em>/105.</p>\n<h4>Anchorage spring</h4>\n<p>The provision of anchorage ends to the reinforcing bars (i.e., bends, hooks, loops…), which fulfills the prescriptions of design codes, allows the reduction of the basic anchorage length of the bars (<em>l</em><em><sub>b,net</sub></em>) by a certain factor β (referred to as the ‘anchorage coefficient’ below). The design value of the anchorage length (<em>lb</em>) is then calculated as follows:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Model for the reduction of the anchorage length: a) Anchorage force along the anchorage length of }}}\\] \\[ \\textsf{\\textit{\\footnotesize{the reinforcement bar, b) slip-anchorage force constitutive law}}}\\]</em></p>\n<p><br></p>\n<p>The reduction of the anchorage length is included in the finite element model by means of a spring element at the end of the bar (Fig. 13a), which is defined by the constitutive model shown in (Fig. 13b). The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement</p>"
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                    "value": "<h3>Base plate</h3>\n<p>The base plate is modeled as an elastic shell element. The steel material used for base plates is defined in the Materials tab. The only physical property is the modulus of elasticity <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad The base plate material definition}}}\\]</em></p>\n<p>The base plate can be loaded by the point load (Fx, Fy, Fz, Mx, My, Mz) and the group of forces (Fx, Fy, Fz), mainly used for loading models exported from the IDEA StatiCa Connection. Note that point loads and point moments directly load the corresponding node of the base plate. It means that there is no redistribution, only by the stiffness of the base plate.&nbsp;</p>\n<p>This implementation allows importing load effects from the IDEA StatiCa Connection that are applied to the base plate at the location of the individual weld finite elements with the value and direction determined from the general stress of that weld finite element. More can be read in the corresponding chapter of this document.</p>\n<p>The second loading option is the <strong>Stub</strong> — representing a short portion of the column above the base plate. The stub is modeled as an elastic shell element structure and behaves as a physically accurate interface between the internal forces and the plate. The user selects a cross-section for the stub from a standard section database. The 6-component internal force set (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> — i.e. the base of the column. Constraints transfer the forces to the top face of the stub, from where they are naturally redistributed through the stub into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33381e95-f9e8-4586-8a4e-d723bbab5356/Stub%20for%20loading.png\" data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad The load transfer through the stub}}}\\]</em></p>\n<p><br></p>\n<p><strong>Shear transfer mechanism (from base plate to concrete block)</strong></p>\n<p>Frictional compression-only contact is defined between the baseplate and concrete. For the shear transfer user can choose from three options:</p>\n<ul>\n  <li><strong>By anchors</strong></li>\n  <li><strong>By friction</strong></li>\n  <li><strong>By shear lug</strong></li>\n</ul>\n<p>The software does not allow the combination of these shear transfer mechanisms.&nbsp;</p>\n<p><strong>The friction</strong> coefficient should be input as a designed (factored) value. In case the resultant shear force&nbsp;<em>F</em><em><sub>xy</sub></em><em> </em>exceeds the pressure force <em>F</em><em><sub>z</sub></em> times the frictional coefficient <em>μ,</em> the calculation will stop, and not all the loads will apply to the model. The condition is written as follows:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>This can be seen in the following example, where two load cases are considered.&nbsp;</p>\n<ul>\n  <li>LC1 - Permanent type - F<sub>z</sub> = 100 kN</li>\n  <li>LC2 - Variable type- F<sub>x</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Load input for example explaining shear transfer by friction}}}\\]</em></p>\n<p>In the first calculation step, all the permanent load is applied. Then the variable load is gradually applied until it reaches the value of the pressure load times the friction coefficient.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Results from example explaining shear transfer by friction}}}\\]</em></p>\n<p>The graph in Figure 18 defines the behavior of the frictional contact between the baseplate and concrete.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad Force-displacement graph describing the behavior of frictional contact}}}\\]</em></p>\n<p>The value of<em> F</em><em><sub>z</sub></em><em>μ</em> differs for each increment of the calculation, whereas the value of maximal shear deformation <em>u</em><em><sub>xy</sub></em> is constant.&nbsp;</p>\n<p>If the compressive normal force <em>F</em><em><sub>z</sub></em> and the shear force <em>F</em><em><sub>xy</sub></em> are input in one load case type (e.g. only permanent), and the condition of <em>F</em><em><sub>xy</sub></em><em>&nbsp;/ (F</em><em><sub>z</sub></em><em>μ)&nbsp;≤ 1</em> is not fulfilled<em>, </em>no load will be applied to the model because the condition is not fulfilled in any increment of the calculation.</p>\n<p><strong>The shear lug</strong> is connected with the concrete mesh by constraints allowing only compression only normal stress transfer.&nbsp;</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Shear lug transfer of shear mechanism}}}\\]</em></p>\n<p>The shear lug is modeled from elastic shell elements, where the modulus of elasticity E defines the material.</p>\n<p>The results are not evaluated and displayed for the base plate as well as for the shear lug.</p>\n<p><br></p>\n<p><strong>&nbsp;Base plate options &nbsp;(stand-off, grout)</strong></p>\n<p>The following set of stand-off options, fully aligned with the Connection application, is available.</p>\n<ul>\n  <li><strong>Direct</strong></li>\n  <li><strong>Mortar joint – nuts from the top</strong></li>\n  <li><strong>Mortar joint – nuts from the top and bottom</strong></li>\n  <li><strong>Gap</strong></li>\n</ul>\n<p>The mortar layer is modeled as a <strong>shell element</strong>, with its stiffness taken into account. Note that shell elements are incompressible in the direction of their thickness. This helps to redistribute local forces to the concrete and is valid for typical bedding thicknesses used in practice - 25-50 mm.</p>\n<p>The distinction between nuts only from the top (pinned interconnection between anchor and base plate) vs. top and bottom (fixed interconnection between anchor and base plate) strongly influences the shear capacity from the point of view of concrete bearing.</p>\n<h3>Anchors</h3>\n<p>The finite elements representing anchors are modeled to be able to transfer normal and shear forces to the concrete, also taking into account the bending stiffness of the anchors. To model the slip between the anchor and the surrounding concrete, the same bond and MPC elements are used as for the reinforcement. With the difference that:</p>\n<ul>\n  <li>For post-installed (adhesive) anchors, it is necessary to specify the design bond strength.</li>\n  <li>For Washer plates and Headed studs, the bond is neglected along the shank of the anchor. All axial load is then transferred to the concrete through the washer plate or head of the anchor.</li>\n</ul>\n<p>Anchors can be interconnected with base plates. For this interconnection, a fully nonlinear constraint is used to connect the anchor's end and a base plate node. This constraint allows us to control all degrees of freedom to ensure, for example, that the anchors transfer no compression force from the base plate, or that no shear is transferred by the anchor when modeling a shear lug, etc.</p>\n<p><strong>Interconnection with base plate</strong> properties for anchors allows the user to control whether the anchor will be connected with the base plate by the previously mentioned constraint and how.&nbsp;</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad Interconnection with base plate settings}}}\\]</em></p>\n<p>The <strong>Transfer of shear</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of shear. Note that it is not supported to combine shear transfer mechanisms, so for transfer by friction and shear lug, this checkbox is irrelevant. On the other hand, for shear transfer using anchors, this field gives the option to exclude some anchors from shear transfer.</p>\n<p>The <strong>Transfer of axial forces</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of the axial direction. This is mainly used for the export from the Connection feature (see the corresponding chapter). For manual modeling, it makes sense to have this checkbox always checked.</p>\n<p>When the checkbox is unchecked, the anchor is disconnected in both tension and compression (in the case of a model exported from the Connection application, the connection is replaced by a pair of forces). If the checkbox is checked, the anchor is always connected to the plate in tension, but the connection in compression is controlled by the anchor type and the type of stand-off. For more information, see Figure 23.</p>\n<p><strong>Cut threads</strong></p>\n<p>Controlled by a checkbox in anchor properties and has 2 purposes:</p>\n<p>1. Defines how the anchor connects to the base plate:</p>\n<ul>\n  <ul>\n    <li>For headed studs and cast-in reinforcement connected to the Base plate (not for Cast-in plates), it distinguishes between a <strong>bolt connection (pinned)</strong> and a <strong>welded connection (fixed)</strong> — visible in the 3D scene.</li>\n    <li>Note that the way of anchor-to-plate connection has a significant influence on the shear resistance from the point of view of bearing of the concrete.</li>\n  </ul>\n</ul>\n<figure data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30a7aadf-a72c-4ca5-be2f-35a9bf4f3c45/Cut%20threads%20weld%20or%20pinned.png\" data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Cut threads options}}}\\]</em></p>\n<p>2. For Eurocode, the resistance of the anchor with cut threads is reduced according to EN 1993-1-8 3.6.1 (3). It can be set in Project settings. For Threaded rods and Washer plates, it is recommended to keep this setting on at all times.</p>\n<h3>Axial and rotational interconnection between Anchor and Base plate</h3>\n<p>As already mentioned in this chapter, depending on the type of anchor, the stand-off setting, and whether or not cut threads are considered, anchors are connected to the base plate in different ways. In terms of rotational connection, this can be <strong>Hinged / Fixed</strong>. In terms of axial connection, this can be <strong>Tension / Tension + Compression</strong>. The rotational connection types strongly influence the shear capacity from the point of view of concrete bearing. In a 3D scene, it is easy to tell whether an anchor is connected as fixed or hinged based on the presence of nuts, see Figure 22.</p>\n<figure data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba36be0-87e2-416f-a380-66f3f14638dc/Rotational%20constrains.png\" data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Rotational constraints}}}\\]</em></p>\n<p>The following table shows all possible combinations of base plate connections with anchors and the corresponding rotational and axial connections.</p>\n<figure data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/568c6688-adc1-4f20-b28f-914f917ab5be/Axial%20and%20rotational%20constrains%20table.png\" data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>\n<h3>Cast-in plates</h3>\n<p>Cast-in plate is a special case of a base plate. It is modeled analogously with the following differences:</p>\n<p>Since the plate is embedded inside a concrete block, no type of stand-off can be specified. The depth of the slab embedding is neglected. The plate, modeled by shell elements, is placed directly on the concrete surface. Therefore, the side surfaces of the slab are not considered to be supported by the concrete.</p>\n<p>It is only possible to use Reinforcement and Headed studs, which, like classic anchors, can be set to be connected to the slab in the axial and shear directions. Practical experience and some national documents indicate the need to design Headed studs only for shear and Reinforcement for axial load. From the perspective of axial and rotational constraints, anchors are always connected as Fixed and Tension + Compression.</p>\n<figure data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b53c46b-318c-4347-bf21-959cbc8fbde8/Interaction%20with%20cast-in%20plate.png\" data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>"
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                    "value": "<p>The finite elements are implemented internally, and the analysis model is generated automatically without any need for proficient user interaction. An important part of this process is meshing.</p>\n<h4>Concrete</h4>\n<p>All concrete members are meshed together. A recommended element size is automatically computed by the application based on the size and shape of the structure and taking into account the diameter of the largest reinforcing bar. Moreover, the recommended element size guarantees that a minimum of four elements are generated in thin parts of the structure, such as slender columns or thin walls, to ensure reliable results in these areas. Designers can always select a user-defined concrete element size by modifying the multiplier of the default mesh size.</p>\n<h4>Reinforcement</h4>\n<p>The reinforcement is divided into elements with approximately the same length as the concrete element size. Once the reinforcement and concrete meshes are generated, they are interconnected with bond elements, as shown in Fig. 9.</p>\n<h4>Refinement</h4>\n<p>Concrete mesh is automatically refined around anchors, around shear lugs, and under the stub for loading. The size of the refined mesh is approximately twice smaller than the basic concrete mesh. The radius of the refined area is defined approximately as the element size multiplied by two.</p>"
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                    "value": "<p>A standard full Newton-Raphson (NR) algorithm is used to find the solution to a non-linear FEM problem.&nbsp;</p>\n<p>Generally, the NR algorithm does not often converge when the full load is applied in a single step. A usual approach, which is also used here, is to apply the load sequentially in multiple increments and use the result from the previous load increment to start the Newton solution of the subsequent one. For this purpose, a load control algorithm was implemented on top of the Newton-Raphson. In the case that the NR iterations do not converge, the current load increment is reduced to half its value, and the NR iterations are retried.</p>\n<p>A second purpose of the load-control algorithm is to find the critical load, which corresponds to certain “stop criteria” – specifically the maximum strain in concrete, the maximum slip in bond elements, the maximum displacement in anchorage elements, and the maximum strain in reinforcing bars. The critical load is found using the bisection method. In the case where the stop criterion is exceeded anywhere in the model, the results of the last load increment are discarded and a new increment of half the size of the previous one is calculated. This process is repeated until the critical load is found with a certain error tolerance.</p>\n<p>For concrete, the stop criterion was set to a 5% strain in compression (i.e., around an order of magnitude larger than the actual failure strain of concrete) and 7% in tension at the integration points of shell elements. In tension, the value was set to allow for the limit strain in reinforcement, which is usually around 5% without accounting for tension stiffening, to be reached first. In compression, the value was chosen from among several alternatives as one that is large enough for the effects of crushing to be visible in the results, but small enough so as not to cause too many problems with numerical stability.</p>\n<figure data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1178a514-d8d2-4a37-a0f2-517809af1881/16.png\" data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 25\\qquad Constitutive law of bond and anchorage elements used for anchorage length verification: a) Bond shear stress}}}\\] \\[ \\textsf{\\textit{\\footnotesize{slip response of bond element, b) force-displacement response of an anchorage element}}}\\]</em></p>\n<p><br></p>\n<p>For reinforcement, the stop criterion is defined in terms of stresses. Since stresses at the crack are modeled, the criterion in tension corresponds to the reinforcement tensile strength accounting for the safety coefficient. The same value is used for the criterion in compression.</p>\n<p>The stop criterion in bond elements and anchorage springs is α·δ<em><sub>umax</sub></em>, where δ<em><sub>umax</sub></em>&nbsp;is the maximum slip used in code checks and α = 10.</p>\n<p><br></p>\n<p>Other stop criteria for anchoring:</p>\n<ul>\n  <li>Pull out of headed anchors (maximal contact compression stress at the top face of the head of the anchor).&nbsp;</li>\n  <li>Maximal shear force that can be transferred by the anchor from the point of view of the bearing of concrete.</li>\n</ul>\n<p>These two criteria are dependent on the selected code. You can find more information about them in the sections explaining the code-dependent parts of structural analysis in the application.</p>"
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                    "value": "<p>The results are presented independently for concrete and for reinforcement elements. The stress and strain values in concrete are calculated at the integration points of volume elements. However, as it is not practical to present the data in such a manner, the results are presented by default in nodes, like the maximum value of compressive stress from adjacent Gauss integration points in connected elements. It should be noted that this representation might locally underestimate the results at compressed edges of members in a case where the finite-element size is similar to the depth of the compression zone.</p>\n<p>The results for the reinforcement finite elements are either constant for each element (one value – e.g., for steel stresses) or linear (two values – for bond results). For auxiliary elements, such as elements of bearing plates, only deformations are presented.</p>"
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                    "value": "<p>The IDEA StatiCa Detail model does not always have to be modeled from scratch or from a template. There is also an option to import the model, including load effects, from IDEA StatiCa Connection. In Connection, the steel superstructure above the concrete block is analyzed using a nonlinear 3D model, while the concrete block itself is represented in a simplified way by a Winkler foundation. In Detail, on the other hand, the reinforced concrete block is modeled explicitly and checked in detail.</p>\n<p>When transferring the model, only the base plate, anchors, and concrete block are imported into Detail – the steel member itself (and its global stiffness) is not. In the Connection model, this steel member is connected to the base plate by a weld. The stresses in the weld finite elements are integrated and converted into a set of equivalent forces that load the base plate in Detail. In this way, the effect of the missing steel member is represented by weld forces applied directly to the base plate.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 26\\qquad Loads imported from IDEA StatiCa Connection}}}\\]</em></p>\n<p>Due to the different definition of stiffness between Connection and Detail (missing steel member, different material models, and concrete representation), a direct connection between the base plate and anchors in Detail would generally lead to a different redistribution of loads and, therefore, different tensile forces in the anchors. To avoid this, the anchors are imported <strong>axially disconnected</strong> from the base plate. Instead of transferring axial forces through the physical contact, the anchor tensions obtained from the Connection are applied directly to the anchors in Detail. At the same time, an equal and opposite force is applied to the base plate at each anchor location, so that the global equilibrium of the model is preserved. This pair of forces (one acting on the anchor, the other on the base plate) represents the interaction between the base plate and the anchor without allowing additional redistribution of axial forces in Detail. These two opposite forces are illustrated in Figure 26.</p>\n<p>However, the shear forces are still transferred by the connection between the base plate and the anchors (or shear lug, or friction). This is possible because a constraint is used to connect the base plate and the anchors in shear, allowing us to control the relevant degrees of freedom of this interconnection. In Detail, the user can therefore modify the shear load path – for example, by releasing shear in two of four anchors and keeping only the edge anchors engaged in shear – while the axial forces remain as imported from Connection.</p>\n<p>For <strong>cast-in plates,</strong> we adopted a different approach. Several European design recommendations require that only the reinforcement bars are considered to resist axial forces, while headed studs are assumed to transfer shear only. Since IDEA StatiCa Connection cannot internally separate axial forces in reinforcement anchors from those in headed studs during the export, the anchors of cast-in plates are imported into Detail <strong>fully connected, also in the axial direction</strong>. This allows the user to activate a design option in Detail where reinforcement anchors carry only axial tension and headed studs carry only shear. In this workflow, the axial force that was originally assigned to the headed studs has to be <strong>redistributed</strong> onto the reinforcement anchors within the Detail model. Such redistribution would not be possible if we used the pair-of-opposite-forces approach described above, which is why cast-in plates are handled differently.</p>"
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                    "value": "<h3>Ultimate limit state</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis that takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>To expedite the calculation time and address any issues, consider using a coarse mesh by increasing the multiplier of the default mesh size in the Setup (Fig. 27). If the model performs well, revert the multiplier back to a factor of 1.</li>\n</ul>\n<figure data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1633c630-1610-428f-9f76-d50d4d8ce8c2/18.png\" data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 27\\qquad Mesh multiplier}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). Users can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 27).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code)), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>"
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                    "value": "<h3>Concrete - ULS</h3>\n<p>The concrete model implemented in 3D CSFM is based on the uniaxial compression constitutive laws prescribed by EN 1992-1-1 for the design of cross-sections, which only depend on compressive strength. The parabola-rectangle diagram specified in EN 1992-1-1&nbsp;Cl. 3.1.7 (1) (Fig. 28a) is used by default in 3D CSFM, but designers can also choose a more simplified elastic ideal plastic relationship according to EN 1992-1-1&nbsp;Cl. 3.1.7 (2) (Fig. 28b). The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 28\\qquad The&nbsp;stress-strain&nbsp;diagrams&nbsp;of&nbsp;concrete&nbsp;for&nbsp;ULS:&nbsp;a)&nbsp;parabola-rectangle&nbsp;diagram;&nbsp;b)&nbsp;bilinear&nbsp;diagram}}}\\]</em></p>\n<p>The implementation of 3D CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cu</sub></em><sub>2</sub> (ε<em><sub>cu</sub></em><sub>3</sub>) in a value of 5% while EN 1992-1-1 assumes ultimate strain less than 0.35%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity <em>f</em><em><sub>cd</sub></em> according to EN 1992-1-1 3.1.3 is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p>α<em><sub>cc</sub></em> is the coefficient taking account of long-term effects on the compressive strength and of unfavorable effects resulting from the way the load is applied. It is according to EN 1992-1-1 Cl. 3.1.6 (1). The default value is 1.0.</p>\n<p><em>f</em><em><sub>ck</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>By default, the idealized bilinear stress-strain diagram for the bare reinforcing bars defined in EN 1992-1-1, section 3.2.7 (Fig. 29) is considered. The definition of this diagram only requires the basic properties of the reinforcement to be known during the design phase (strength and ductility class). Whenever known, the actual stress-strain relationship of the reinforcement (hot-rolled, cold-worked, quenched, and self-tempered, …) can be considered. The reinforcement stress-strain diagram can be defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width). Using the stress-strain diagram with a horizontal top branch does not allow for the verification of structural durability. Therefore, manual verification of standard ductility requirements is necessary.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"Fig. 29\tStress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram with a horizontal top branch.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 29 \\qquad Stress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram}}}\\] \\[ \\textsf{\\textit{\\footnotesize{with a horizontal top branch.}}}\\]</em></p>\n<p>Tension stiffening (Fig. 30)&nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"Fig. 30\tScheme of tension stiffening.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 30\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective safety coefficients prescribed in design codes, exactly as in conventional concrete analysis. Values of material safety factors prescribed in EN 1992-1-1 chap. 2.4.2.4 and factors for anchors prescribed in EN 1992-4, EN 1993-1-8, and EN 1994-1-1 are set by default, but the user can change safety factors in the Code and calculation settings (Fig. 31).</p>\n<figure data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/74bc9fff-b55c-46b3-a638-345044b4de8e/Partial%20safety%20factors.png\" data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 31\\qquad The setting of &nbsp;material safety factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Load safety factors have to be defined by the user in Combination rules for each non-linear combination of load cases (Fig. 32). For all templates implemented in <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, partial safety factors are already predefined.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"Fig. 32\tThe setting of  load partial factors in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 32\\qquad The setting of&nbsp; load partial factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>By using appropriate user-defined combinations of partial safety factors, users can also compute with 3D CSFM using the global resistance factor method (Navrátil, et al. 2017), but this approach is hardly ever used in design practice. Some guidelines recommend using the global resistance factor method for non-linear analysis. However, in simplified non-linear analyses (such as 3D CSFM), which only require those material properties that are used in conventional hand calculations, it is still more desirable to use the partial safety format.</p>"
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                    "value": "<p>The different verifications required by EN 1992-1-1 are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum Equivalent principal stress σ<em><sub>c,eq </sub></em>obtained from FE analysis and the limit value σ<em><sub>c,lim</sub></em> = <em>f</em><em><sub>cd</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to 1992-1-1&nbsp;Cl. 3.1.7 (1).</p>\n<p>This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction <em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks σ<em><sub>sr</sub></em> and the specified limit value σ<em><sub>s,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{for bilinear diagram with inclined top branch}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\textsf{\\small{for bilinear diagram with horizontal top branch}}\\)</p>\n<p>where:</p>\n<p><em>f</em><em><sub>yk</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the yield strength of the reinforcement according to EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the ratio of tensile strength <em>f</em><em><sub>tk</sub></em> to the yield stress, <br>\n&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γ</em><em><sub>s </sub></em><sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sub>is the partial safety factor for reinforcement.</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value <em>σ</em><em><sub>s,lim</sub></em> is determined.</p>\n<p>In addition, the <em>N</em><em><sub>Ed</sub></em> and <em>V</em><em><sub>Ed</sub></em> values are specified for anchors, which are checked against <em>N</em><em><sub>Rd,s</sub></em> and <em>V</em><em><sub>Rd,s</sub></em> according to the selected code. The code is chosen depending on the type of anchor used in Project settings.</p>\n<figure data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/230a0c76-3c87-40ae-9f83-26d6635e85dc/Project%20settings%20-%20code%20select.png\" data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 33\\qquad EN 1992-1-1 Figure 8.2 - Anchor check - Design code selection}}}\\]</em></p>\n<p>Since different approaches are chosen for checking anchors in different standards, the user can choose the following standards for individual anchor types:</p>\n<ul>\n  <li>Anchors made of bolt material - EN 1992-4, EN 1993-1-8</li>\n  <li>Headed studs subjected to axial force - EN 1992-4</li>\n  <li>Headed studs subjected to shear force - EN 1992-4, EN 1994-1-1</li>\n  <li>Anchors made of reinforcement - EN 1992-4</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1992-4 - 7.2.1.3</strong></p>\n<p>\\[N_{Rd,s} = \\frac{c \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– reduction for cut threads&nbsp;&nbsp;</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– minimum tensile strength of the bolt</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>Ms</sub></em> = partial safety factor for steel</li>\n</ul>\n<p>\\[\\gamma_{Ms} = 1.2 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.4\\]</p>\n<p>where:&nbsp;&nbsp;</p>\n<ul>\n  <li><em>f</em><em><sub>yk</sub></em>&nbsp;– minimum yield strength of the bolt</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1993-1-8 - 3.6.1</strong></p>\n<p>\\[N_{Rd,s} = F_{t.Rd} = \\frac{c \\cdot k_2 \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3)&nbsp;</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;= 0.9 – factor for non-countersunk anchors&nbsp;</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor bolt ultimate tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>M2</sub></em> =1.25&nbsp;– partial safety factor for bolts (EN 1993-1-8, Table 2.1)&nbsp;</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1992-4 - 7.2.2.3</strong></p>\n<p>For stand-off = direct,&nbsp;<strong>the&nbsp;shear without lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.1):</p>\n<p>\\[V_{Rd,s} = \\frac{k_6 \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>For stand-off = mortar joint,&nbsp;<strong>the&nbsp;shear with lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.2):</p>\n<p>\\[V_{Rd,s} = \\frac{\\alpha_M \\cdot M_{Rk,s}}{\\gamma_{Ms} \\cdot l_a}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><em><sub>6</sub></em>&nbsp;= 0.6 for anchors with fuk ≤ 500&nbsp;MPa;&nbsp;<em>k</em><em><sub>6</sub></em>&nbsp;= 0.5 otherwise</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– shear area of anchor reduced by threads</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– anchor bolt ultimate strength</li>\n  <li><em>α</em><em><sub>M</sub></em>&nbsp;=&nbsp;2 – full restraint is assumed (EN&nbsp;1992-4 – Cl.&nbsp;6.2.2.3)</li>\n  <li>\\(M_{Rk,s} = M^{0}_{Rk,s} \\left(1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right)\\)&nbsp;– characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n  <li><sub>&nbsp;</sub>\\(M^{0}_{Rk,s} = 1.2 \\cdot W_{el} \\cdot f_{ub}\\) – characteristic bending resistance of the anchor (ETAG&nbsp;001, Annex C – Equation (5.5b))</li>\n  <li>\\(W_{el} = \\frac{\\pi d^{3}}{32}\\)&nbsp;– section modulus of the anchor</li>\n  <li><em>d</em>&nbsp;– anchor bolt diameter; if the shear plane in a thread is selected (which always is for threaded rod), the diameter reduced by threads is used; otherwise, nominal diameter,&nbsp;<em>d</em><em><sub>nom</sub></em>, is used</li>\n  <li><em>N</em><em><sub>Ed</sub></em>&nbsp;– tensile force in the anchor</li>\n  <li><em>N</em><em><sub>Rd,s</sub></em>&nbsp;– tensile resistance of the anchor</li>\n  <li>\\(l_{a} = 0.5\\, d_{\\mathrm{nom}} + t_{\\mathrm{mortar}} + 0.5\\, t_{\\mathrm{bp}}\\)&nbsp;– lever arm</li>\n  <li><em>t</em><em><sub>mortar</sub></em>&nbsp;– thickness of mortar (grout)</li>\n  <li><em>t</em><em><sub>bp</sub></em>&nbsp;– thickness of the base plate</li>\n  <li>\\(\\gamma_{Ms} = 1.0 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.25\\) for \\(f_{uk} \\le 800 \\text{ MPa}\\) and &nbsp;\\(\\frac{f_{yk}}{f_{uk}} \\le 0.8\\);&nbsp;<em>γ</em><em><sub>Ms</sub></em><sub>&nbsp;</sub>= 1.5 otherwise – partial safety factor for steel failure (EN&nbsp;1992-4 – Table 4.1)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1993-1-8 - 6.2.2</strong></p>\n<p>Anchor shear steel resistance&nbsp;is determined according to EN 1993-1-8 – 6.2.2 (7)&nbsp;<strong>regardless of direct or mortar joint stand-off</strong>. The grout strength and thickness should be according to Cl. 6.2.5 (7).</p>\n<p>\\[V_{Rd,s} = F_{v,b,Rd} = \\min \\left\\{ F_{1v,b,Rd} ,\\, F_{2v,b,Rd} \\right\\}\\]</p>\n<p>where:</p>\n<p>\\[F_{1v,b,Rd} = \\frac{\\alpha_v \\cdot f_{ub} \\cdot A}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li><em>α</em><em><sub>v</sub></em>&nbsp;= 0.6 for grades 4.6, 5.6, 8.8, and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– ultimate tensile strength of the bolt material</li>\n  <li><em>A</em>&nbsp;– tensile stress area of the bolt, <em>A</em> = <em>A</em><em><sub>s,</sub></em> where&nbsp;<em>As</em>&nbsp;is the tensile stress area of the bolt (reduced by the thread)</li>\n  <li><em>γ</em><em><sub>M2</sub></em>&nbsp;– safety factor - EN 1993-1-8 – Table 2.1</li>\n</ul>\n<p>\\[F_{2v,b,Rd} = \\frac{\\alpha_b \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li>&nbsp;\\(\\alpha_b = 0.44 - 0.0003\\, f_{yb}\\)</li>\n  <li><em>α</em><em><sub>b</sub></em> is a&nbsp;coefficient depending on the yield strength of the anchor bolt</li>\n  <li><em>f</em><em><sub>yb</sub></em>&nbsp;– anchor yield strength; 235 MPa&nbsp;≤fyb≤&nbsp;640 MPa</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– tensile stress area (reduced by the thread)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1994-1-1 - 6.6.3.1</strong></p>\n<p>\\[V_{Rd,s} = P_{Rd} = \\frac{0.8 \\, f_u \\, \\pi \\, d^2}{4 \\, \\gamma_v}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><em><sub>v</sub></em>&nbsp;is the partial factor for shear connection per EN 1994-1-1 chap. 2.4.1.2. The recommended value for <em>γ</em><em><sub>v</sub></em>&nbsp;is 1.25</li>\n  <li><em>d</em> is the diameter of the shank of the stud, 16 mm ≤ d ≤ 25 mm;</li>\n  <li><em>f</em><em><sub>u</sub></em>&nbsp;is the specified ultimate tensile strength of the material of the stud, but not greater than 500 MPa.</li>\n</ul>\n<p>In EN 1994-1-1, clause 6.6.3.1 also provides Equation (6.19), which limits the shear resistance of a stud by the punching (bearing) capacity of the concrete. In IDEA StatiCa Detail, this failure mode is not checked by a separate code formula in the post-processing. Instead, it is built directly into the nonlinear finite element analysis as a stop criterion: the analysis is terminated before the shear force in an anchor reaches the corresponding <em>P</em><em><sub>Rd</sub></em><br>\nfrom Equation (6.19). This approach is used because Equation (6.19) is valid only for headed studs welded to the steel plate and for stud diameters in the range 16 mm ≤ d ≤ 25 mm, as specified in 6.6.3.1.</p>\n<p>To cover a wider range of practical cases, we created a series of 3D reference models in Abaqus with anchor diameters from 8 mm to 50 mm and concrete strengths from C16/20 to C50/60. The studs were modeled either welded rigidly to the base plate or connected by a pinned (hinged) joint. The material models and contact parameters in Detail were then calibrated against these Abaqus simulations, which were themselves verified against Equation (6.19) within its validity range. This stop criterion is valid for all anchor types and all EN codes.</p>\n<p><br></p>\n<p><strong>Interaction of tension and shear in anchor steel</strong></p>\n<p>The interaction of tension and shear per EN 1993-1-8 is implicitly included in the anchor shear check.</p>\n<p>The interaction of tension and shear per EN 1992-4&nbsp;is determined separately for steel and concrete failure modes according to Table 7.3. Interaction in steel is checked according to Equation (7.54) or (7.57). The interaction in steel is checked for each anchor separately.</p>\n<p>Two approaches based on load conditions are applied for anchoring with supplementary reinforcement.</p>\n<ul>\n  <li>For anchors subjected to&nbsp;<strong>tensile and shear forces</strong>, the interaction is calculated as</li>\n</ul>\n<p>\\[\\left( \\frac{N_{Ed}}{N_{Rd,s}} \\right)^{2}+\\left( \\frac{V_{Ed}}{V_{Rd,s}} \\right)^{2}\\le 1\\]</p>\n<p><br></p>\n<p>EN 1994-1-1 states in Article 6.6.3.2 that if the anchor tensile force is greater than <em>0.1P</em><em><sub>Rd</sub></em>, the check is not covered by this standard. In such a case, the interaction is assessed in accordance with EN 1992-4 in the application. In such a case, the shear check should not be considered according to EN 1994-1-1.</p>\n<p><br></p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by EN 1992-4, Clause 7.2.1.5 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = k_2 \\cdot A_h \\cdot f_{ck} / \\gamma_{Mp}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><em><sub>h</sub></em> is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>ck</sub></em> is the characteristic compressive strength of concrete - EN 1992-1-1 Cl. 3.1.2</li>\n  <li><em>γ</em><em><sub>Mp</sub></em> is taken in the application as <em>γ</em><em><sub>Mp</sub></em> = <em>γ</em><em><sub>c</sub></em> with the default value of 1.5</li>\n  <li>&nbsp;<em>k</em><em><sub>2</sub></em> is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.&nbsp;</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.</p>\n<p><br></p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the ultimate bond strength <em>f</em><em><sub>bd</sub></em><sub>,</sub> according to EN 1992-1-1 chap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2.25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f</em><em><sub>ctd</sub></em><sub> </sub>&nbsp;&nbsp;&nbsp;&nbsp; is the design value of concrete tensile strength according to EN 1992-1-1 Cl. 3.1.6 (2). Due to the increasing brittleness of higher-strength concrete, <em>f</em><em><sub>ctk,0.05</sub></em><sub> </sub>is limited to the value for C60/75 according to EN 1992-1-1 Cl. 8.4.2 (2)</li>\n  <li>η<sub>1</sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is a coefficient related to the quality of the bond condition and the position of the bar during concreting (Fig. 34).</li>\n  <li>η<sub>1</sub> = 1.0 when ‘good’ conditions are obtained and</li>\n  <li>η<sub>1</sub> = 0.7 for all other cases and for bars in structural elements built with slip-forms, unless it can be shown that ‘good’ bond conditions exist</li>\n  <li>η<sub>2</sub> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is related to the bar diameter:<br>\nη<sub>2</sub> = 1.0 for Ø ≤ 32 mm<br>\nη<sub>2</sub> = (132 - Ø)/100 for Ø &gt; 32 mm</li>\n</ul>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"Fig. 33\tDescription of bond conditions.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 34\\qquad EN 1992-1-1 Figure 8.2 - Description of bond conditions.}}}\\]</em></p>\n<p>In IDEA StatiCa Detail, the bond conditions are taken into account according to Fig. 34 c) and d). The direction of concreting can be set in the application for each project item as follows:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 35\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and Limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>σ</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>ultimate strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 36\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<h4>Anchorage types at the end of Reinforcement (Anchors and Rebars)</h4>\n<p>The available <strong>anchorage types</strong> in 3D CSFM include a straight bar (i.e., no anchor end reduction), bend, hook, loop, welded transverse bar, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 36 for longitudinal reinforcement and in Fig. 37 for stirrups. The values of the adopted anchorage coefficients are in accordance with EN 1992-1-1 section 8.4.4 Tab. 8.2. It should be noted that in spite of the different available options, 3D CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 37\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the 3D CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g)&nbsp;continuous bar.}}}\\]</em></p>\n<p><br></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"Fig. 18\t Available anchorage types and respective anchorage coefficients for stirrups. Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for stirrups.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.}}}\\]</em></p>\n<p>In order to comply with EN 1992-1-1, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in the CSFM is based on the parabolic-plastic stress-strain curve for concrete based on the Portland CementAssociation’s parabolic stress-strain curve described in PCA’s Notes on ACI 318-99 Building Code Requirements for Structural Concrete, Figure 6-8. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 39\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of the CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached it considers a plastic branch with ε<em><sub>c</sub></em><sub>0</sub> in maximum value 5% while ACI 318-19 Cl. 22.2.2.1 assumes ultimate strain less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>1</sub> is the Reduction factor of concrete compressive strength defined in ACI 318-19 Cl. 22.2.2.4.1. When using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>.</em></p>\n<p><em>Φ</em><em><sub>c </sub></em>is the strength reduction factor for concrete. The default value is set according to ACI 318-19 Table 24.2.1 (b)(f).</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered. See ACI 319-19 Cl. 20.2.1. The definition of this diagram only requires the basic properties of the reinforcement to be known - strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect.&nbsp;</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 40 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to ACI 318-19 Table 24.2.1.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>10% is selected as the limit strain at which the calculation is stopped. This is considered safe based on ASTM A955/A955M-20c Article 7.</p>\n<p>Tension stiffening (Fig. 41) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 41\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 23)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 23).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 24 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 24. A crack kinematic without slip (pure crack opening) is considered (Fig. 24a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 24b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models presented in Section 1.2.4 by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 24c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 25) by means of the model presented in Section 1.2.4.</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 25\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>"
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                            "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h2>Structural design of concrete discontinuities in IDEA StatiCa Detail</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#reinforcement-structural-design\">Reinforcement structural design</a><br>\n<a href=\"#finite-element-implementation-idea-statica-detail\">Finite element implementation in IDEA StatiCa Detail</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#finite-element-types\">Finite element types</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#meshing\">Meshing</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#presentation-of-results\">Presentation of results</a><br>\n<a href=\"#structural-element-verification-idea-statiCa-detail\">Structural element verification in IDEA StatiCa Detail</a><br>\n<a href=\"#verification-of-the-structural-concrete-elements\">Verification of the structural concrete elements (EN)</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#material-models\">Material models</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#safety-factors\">Safety factors</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#partially-loaded-areas\">Partially loaded areas 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data-codename=\"theoretical_background_detail___safety_factors\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f95c03f_046c_01d7_3298_0b0bf00905fd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___ultimate_limit_sta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f4e5df8b_4a56_01f4_bc6d_94a0519ab1a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___partially_loaded_a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6d893327_7af2_0116_cc53_17d9c523d187\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___serviceability_lim\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. 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                            "value": "<h4>Reinforced concrete wall or deep beams full code-check? No problem!</h4>\n<p>The aim of the webinar is to present how to code-check a <strong>general-shape deep beam</strong> in <strong>IDEA StatiCa Detail</strong> in connection with results from the FEA application in minutes. We will show the workflow on an example of a residential concrete building – exporting the geometry, creating the submodel in IDEA StatiCa Detail, applying the <strong>correct loads</strong>, design of the reinforcement, and the final code-check for both <strong>ultimate and serviceability limit</strong> <strong>states</strong>.</p>\n<p>Try it on your own - get the <a data-item-id=\"0c872071-6a3f-4b99-8cd4-66440db9cc0d\" href=\"\">free Trial license</a> and follow the step-by-step tutorial on <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Concrete wall</a>.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>The ultimate solution for concrete details and structural parts</h4>\n<p>Common 3D FEA software considers the linear behavior of concrete. Design and code-checks of reinforcement are limited, especially for the <strong>serviceability limit state</strong> which may lead to the development of <strong>excessive cracks</strong>. All of that is covered within the <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">CSFM-based</a> application IDEA StatiCa Detail. Now, all engineers can efficiently design and code-check walls or deep beams of any shape and many more.</p>\n<p>If you want to see more of <strong>IDEA StatiCa Detail&nbsp;</strong>in action, there are two other recorded webinars to watch:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">How to design a prestressed beam with openings easily?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Cast in situ wall – Ruzomberok (Slovakia)</a></li>\n</ul>\n<p>Or browse our Support center for&nbsp;<a href=\"https://www.ideastatica.com/support-center-tutorials?product=concrete&amp;label=detail\" title=\"IDEA StatiCa Detail\">tutorials</a>&nbsp;and read the&nbsp;<a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">theoretical background.</a></p>\n<p><br></p>\n<h3>Webinar recording</h3>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective strength reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>strength reduction factors</strong> are prescribed in ACI 318-19 Cl. 21.2. The default values for concrete and reinforcement are chosen based on the assumption that the typical example solved in the application is shear-controlled (based on Table 21.2.1 (b), (f), (g)). However, it is possible to model any type of element. Therefore, if a compression or tension-controlled element is assessed, the user has the option to change the strength reduction factor value in the Preferences.</p>\n<figure data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f5c8c73-4050-4623-9f74-04bee16498f2/Strength%20reduction%20factors%20-%20ACI.png\" data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42\\qquad The setting of strength reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to ACI 318-19 Table 5.3.1.</p>\n<p>Except as stated in Chapter 34, service-level load combinations are not defined in ACI 318-19. It is recommended to use combination rules based on Appendix C of ASCE/SEI 7-16. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db9f1517-72eb-45bd-9f0c-6c748d7c9146/Load%20factors%20-%20ACI.png\" data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad The setting of&nbsp;load factors in IDEA StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by ACI 318-19 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>y,lim</sub></em>.</p>\n<p>\\[f_{y,lim} = \\phi_{s} \\cdot f_{y}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>y,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by ACI 318-19, Clause 17.6.3.2.2a (pull-out failure of headed fastenings).</p>\n<p>\\[N_{pn} = \\Phi \\cdot \\Psi_{c,p} \\cdot 8 \\cdot A_{brg} \\cdot f'_c\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi\\) is the strength reduction factor - Table 17.5.3(c)</li>\n  <li><em>A</em><em><sub>brg</sub></em>&nbsp;net bearing area of the head of stud, anchor bolt, or headed deformed bar (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li>\\(\\Psi_{c,p}\\)&nbsp;is the pullout cracking factor according to 17.6.3.3, and is always taken as 1.0, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the bond strength <em>f</em><em><sub>bu</sub></em>.</p>\n<p>Although the bond strength is not explicitly defined in ACI 318-19, the calculation of the development length can be found in Section 25.4.2. However, since the bond strength is the basic input for determining the development length, see R25.4.1.1 and ACI Committee 408 1966, the bond strength can be calculated as follows:</p>\n<p>Let us assume that if we anchor the reinforcement bar into a concrete block to the development length <em>l</em><em><sub>d</sub></em> or greater, pulling out the reinforcement will lead to rupture of the reinforcement and not to pulling out of the concrete. This can be written with the following formula.</p>\n<p>\\[\\pi\\cdot d_{b} \\cdot l_{d} \\cdot f_{bu}=f_{y}\\cdot A_{s}\\]</p>\n<p>where:</p>\n<p><em>d</em><em><sub>b</sub></em> is the diameter of the reinforcement bar, <em>l</em><em><sub>d</sub></em> is the development length, <em>f</em><em><sub>bu</sub></em> is the bond strength, <em>f</em><em><sub>y</sub></em> is the yield strength of the reinforcement, and <em>A</em><em><sub>s</sub></em> is the area of the reinforcement rebar.</p>\n<p>From the preceding, the formula for calculating bond strength can be easily derived:</p>\n<p>\\[f_{bu}=\\frac{f_{y}\\cdot A_{s}}{\\pi\\cdot d_{b} \\cdot l_{d} }\\]</p>\n<p>The development length <em>l</em><em><sub>d</sub></em> is then determined according to ACI 318-19 Table 25.4.2.3 as follows:</p>\n<p>\\[l_{d}=\\left( \\frac{f_{y}\\cdot\\psi_{t}\\cdot\\psi_{e}\\cdot\\psi_{g}}{C\\cdot\\lambda\\sqrt{f'_{c}}} \\right)\\cdot d_{b}\\]</p>\n<p>where:</p>\n<p><em>C = 25</em> (2.1 for metric) for no. 6 and smaller bars and deformed wires, <em>C = 20</em> (1.7 for metric) for no. 7 and larger bars, λ = 1.0 for normal weight concrete, <em>ψ</em><em><sub>t</sub></em>, <em>ψ</em><em><sub>e</sub></em><sub>,</sub> <em>ψ</em><em><sub>g</sub></em> are determined according to ACI 318-19 Table 25.4.2.3.&nbsp;</p>\n<p>Only uncoated or zinc-coated (galvanized) reinforcement is supported, so <em>ψ</em><em><sub>e</sub></em><em> = 1.0</em>. <em>ψ</em><em><sub>g</sub></em> is automatically determined from the reinforcement grade, and <em>ψ</em><em><sub>t</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 44\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - &nbsp;Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 45\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must be always lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), 90-degree hook, 180-degree hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 46 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from the comparison of the equation from section ACI 318-19 25.4.3.1 and equations taken from section ACI 318-19 25.4.2.3. It should be noted that, in spite of the different available options, CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b76bc446-995d-4d16-8ef9-4aa26671edda/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 46\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;90-degree hook; (c) 180-degree hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with ACI, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in CSFM is based on the parabolic-plastic stress-strain curve. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/22a6013d-68bc-406c-b92a-f500a9ba191e/SS%20diagrams%20conc%20-%20AUS.png\" data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 47\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cp</sub></em> in maximum value 5%, while AS 3600 Cl. 8.3.1 assumes ultimate strain of less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{2}\\cdot\\phi_{s} \\cdot \\eta_{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>2</sub> is the reduction factor of concrete compressive strength defined in AS 3600 Cl. 8.3.1 <br>\nWhen using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>. </em>An analogous approach is defined for the Rectangular stress block in Chapter 8.1.3.</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the stress reduction factor for concrete. The default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered, see AS 3600 Section 3.2. The definition of this diagram only requires the basic properties of the reinforcement to be known – the strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width).&nbsp;</p>\n<figure data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e33b934-9d0f-4ba7-9764-4f31801c752b/Steel%20stress-strain%20diagram%20CSFM%20-%20AUS.png\" data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 48 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>Tension stiffening (Fig. 49) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b27b5ab6-24ea-410b-901a-fccbd7e4005f/Tension%20stiffening%20CSFM%20-%20AUS.png\" data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 49\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective stress reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>stress reduction factors</strong> are prescribed in AUS 3600 Cl. 2.2.3. The default values for concrete and reinforcement are set according to Table 2.2.3</p>\n<figure data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d32796c-ae70-42fb-a3d3-4542e785f5b1/Stress%20reduction%20factors_AUS.png\" data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 50\\qquad The setting of stress reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to AS 3600 Cl. 4.2.2. Load factors for Serviceability combinations shall be determined according to Table 4.1. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/887ee546-c598-41fd-b494-c43ccbc55194/Load%20factors%20AUS.png\" data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 51\\qquad The setting of&nbsp;load factors in Idea StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by AS 3600 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>sy,lim</sub></em>.</p>\n<p>\\[f_{sy,lim} = \\phi_{s} \\cdot f_{sy}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>sy,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by AS 5216:2021 Cl. 6.3.4 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = \\Phi_{Mp} \\cdot k_{2} \\cdot A_{h} \\cdot f'_{c}\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi_{Mp}\\) is the strength reduction factor - Table 3.2.4</li>\n  <li><em>A</em><em><sub>h</sub></em>&nbsp;is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>.</p>\n<p>For the determination of the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>, the formula C13.1.2.2 defined in AS3600:2018 Sup 1:2022 is considered in the application.</p>\n<p>\\[f_{bu}=\\frac{k_{2}}{k_{1} \\cdot k_{3}} \\cdot (0.5 \\cdot \\sqrt{f'_{c}})\\]</p>\n<p>Where <em>f'</em><em><sub>c</sub></em><em> ≤ 65 MPa</em> (in the formula is in MPa), and <em>k</em> factors are determined from AS 3600 Cl. 13.1.2.2 as follows:</p>\n<p><em>k</em><em><sub>3</sub></em><em> = 0.7</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(conservative value for all reinforcement)<br>\n<em>k</em><em><sub>2</sub></em><em> = (132 - d</em><em><sub>b</sub></em><em>) / 100</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(<em>d</em><em><sub>b</sub></em> is diameret of rebar in millimeters)<br>\n = 1.3 for a horizontal bar with more than 300 mm of concrete cast below the bar, or 1.0 otherwise</p>\n<p><em>k</em><em><sub>1</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 52\\qquad Direction of concreting}}}\\]</em></p>\n<p>The basic development length <em>L</em><em><sub>sy,tb</sub></em> is calculated according to formula 13.1.2.2 in AS 3600 as follows:</p>\n<p>\\[L_{sy,tb}=\\frac{0.5\\cdot k_{1}\\cdot k_{3}\\cdot f_{sy}\\cdot d_{b}}{k_{2}\\cdot \\sqrt{f'_{c}}}\\ge 29 \\cdot k_{1}\\cdot d_{b}\\]</p>\n<p>As can be seen in the formula, the basic development length <em>L</em><em><sub>sy,tb</sub></em> is limited from below, and therefore the design ultimate bond stress <em>f</em><em><sub>bu</sub></em> must be limited in the same way in the application, so the following applies:</p>\n<p>\\[f_{bu}\\le \\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p>Where <em>f</em><em><sub>sy</sub></em> is in MPa.</p>\n<p>The derivation of the <em>f</em><em><sub>bu</sub></em> limitation is as follows:</p>\n<p>\\[f_{bu}= \\frac{f_{sy}\\cdot A_{s}}{ \\pi \\cdot d_{b} \\cdot L_{sy,tb}}=\\frac{f_{sy}\\cdot \\pi \\cdot d_{b}^{2}}{4 \\cdot \\pi \\cdot d_{b} \\cdot 29 \\cdot k{1} \\cdot d_{b}} =\\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p><br></p>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 53\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), Standard cog, Standard hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 54 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from AS 3600 Cl. 13.1.2. It should be noted that CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 50% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/021688e6-24c8-441b-8210-9f0bb4377e75/Available%20anchorage%20types%20for%20longitudinal%20rebars_AUS.png\" data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 54\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;Standard cog; (c) Standard hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with AS 3600, the anchorage spring should be used in the calculation. The anchorage spring is modified by the β coefficient, so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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            "value": "<h1>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the 3D CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete 3D details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Mohr-Coulomb plasticity theory implementation in 3D CSFM</a><br>\n<a href=\"#general-mechanics-assumptions-for-3D-CSFM\">General mechanics assumptions for 3D CSFM</a></p>\n<h2>Analysis model of IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#general-finite-element-types\">General finite element types</a><br>\n<a href=\"#load-transfer-devices\">Load transfer devices</a><br>\n<a href=\"#concrete-meshing-in-3D-CSFM\">Meshing in 3D CSFM</a><br>\n<a href=\"#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a><br>\n<a href=\"#presentation-of-3D-results\">Presentation of 3D results</a><br>\n<a href=\"#model-imported-from-idea-statica-connection\">Model imported from IDEA StatiCa Connection</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states\">Limit states</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-EN\">Material models in 3D CSFM (EN)</a><br>\n- <a href=\"#partial-safety-factors\">Partial safety factors</a><br>\n- <a href=\"#ultimate-limit-state-checks\">Ultimate limit state checks</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-ACI\">Material models in 3D CSFM (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-AUS\">Material models in 3D CSFM (AUS)</a><br>\n- <a href=\"#stress-and-strength-reduction-factors-and-load-factors\">Stress and strength reduction factors and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a></p>\n<p><br></p>\n<p><br></p>\n<h1>Introduction to the 3D CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b03faaef_b4f1_010d_1fd1_edf6dd647e42\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2c23365_3b66_01a0_abd7_41cc7a5d855b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" 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data-codename=\"theoretical_background_3d_detail___model_imported_\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1c9baa9_a314_01b1_37b2_cd6c61a9420e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___limit_states\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to EUROCODE</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8deed79d_4187_01f2_fd60_037d562de304\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n26ae82b5_da0f_01f0_1d69_69d7b1e282d4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___partial_safety_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e6a5281a_8b5f_01f2_0261_0b1b3eef6dfd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___ultimate_limit_\"></object>\n<p><br></p>\n<p><br></p>\n<h1>Structural verifications according to ACI 318-19</h1>\n<p>3D CSFM is in accordance with ACI 318-19, chapter 6.8.1.1. In order for the 3D CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9f39b9ca_50c0_015a_2c43_8759ed607707\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1d1efe19_0968_013b_6544_5bd3d06f14aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_reduct\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b9c02246_d04c_0146_3699_3c2b4bf9c86d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys\"></object>\n<p><br></p>\n<p><br></p>\n<h1>Structural verifications according to Australian standard AS 3600</h1>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6.&nbsp;</p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days&nbsp;<em>f'c</em>&nbsp;is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9420be53_2547_0180_5def_d6e20b5be7b1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0a6ca427_5a30_01fc_5334_3f6d024f40b9\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d__stress_reduction\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cd5aad70_8155_0111_d25f_c72e153f21e5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys_f37d2d9\"></object>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<h2>Verifications and validations</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<h3>References</h3>\n<ol>\n  <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determination of Mohr–Coulomb Parameters from Nonlinear Strength Criteria for 3D Slopes.&nbsp;<em>Math. Probl. Eng.</em>&nbsp;<strong>2019</strong>, 6927654.</li>\n  <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determination of the Mohr-Coulomb Material Parameters for Concrete under Indirect Tensile Test.&nbsp;<em>Tech. Gaz.</em>&nbsp;<strong>2019</strong>,&nbsp;<em>26</em>, 412–419.</li>\n  <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modified Mohr-Coulomb—Rankine material model for concrete.&nbsp;<em>Eng. Comput.</em>&nbsp;<strong>2011</strong>,&nbsp;<em>28</em>, 853–887.</li>\n  <li>Fan, Q.; Gu, S.C.; Wang, B.N.; Huang, R.B. Two Parameter Parabolic Mohr Strength Criterion Applied to Analyze The Results of the Brazilian Test.&nbsp;<em>Appl. Mech. Mater.</em>&nbsp;<strong>2014</strong>,&nbsp;<em>624</em>, 630–634.</li>\n</ol>"
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                    "value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>.&nbsp;</p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation.&nbsp;</p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D.&nbsp;</p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks.&nbsp;</p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.&nbsp;</p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete).&nbsp;</p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -&gt; Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has&nbsp;<strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation.&nbsp;</p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block&nbsp;</h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically.&nbsp;</p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner.&nbsp;</p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met.&nbsp;</p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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                                            "value": "<h2>1 Nouveau projet</h2>\n<p>Démarrez <strong>IDEA StatiCa Connection</strong>. Tout commence sur l'onglet <strong>Acier</strong>.</p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Gardez le paramétrage par défaut</strong> pour la topologie d'ancrage et entrez dans l'application.</p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Conception</h2>\n<p><strong>Modifiez </strong>l'opération <strong>Pied de poteau </strong>pour obtenir la topologie finale d'un bloc de béton avec charge excentrée. Le<strong> transfert de l'effort de cisaillement</strong> est paramétré pour<strong> frottement</strong>.</p>\n<ul>\n  <li>Depuis la publication de la <strong>version 24.1, IDEA StatiCa Detail</strong> est <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">sorti de la version BÊTA</a> pour la <strong>conception d'ancrages 3D</strong>. Avec cette nouvelle version, le cisaillement peut être transféré à travers des <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">tiges, bêches et frottement</a>.</li>\n</ul>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><strong>Saisissez les efforts internes</strong> pour l'ancrage chargé biaxialement. Les efforts internes causent des contraintes de compression sur le contact entre le sol et le bloc de béton. Par défaut, on suppose un <a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">bloc de béton</a> fissuré.</p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Vérification</h2>\n<p><strong>Passez</strong> à l'onglet<strong> Vérification</strong> et <strong>Calculer</strong>. La vérification prouve le mode de rupture des tiges. Explorons-le plus en détail.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Découvrons les ruptures potentielles pour traction, cisaillement et interaction mutuelle selon <a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">EN 1992-4</a>.</p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Veuillez examiner la vérification détaillée</strong> <strong>des tiges</strong> car elle révèle une non-conformité sur la première page. <strong>Cela vous informera des vérifications que vous devez effectuer manuellement ou en utilisant d'autres méthodes</strong> parce qu'elles ne sont pas incluses dans IDEA StatiCa Connection. Il est recommandé de prendre les mesures nécessaires pour résoudre ce problème.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>En raison de l'échec de la <strong>vérification de l'ancrage&nbsp;</strong>:</p>\n<ul>\n  <li>Le problème est causé par la <strong>résistance à l'éclatement du béton pour les tiges en traction et cisaillement.</strong></li>\n  <li><strong>Ce problème peut être facilement résolu dans IDEA StatiCa Detail grâce à la méthode 3D CSFM</strong>. Cela vous aide à surmonter le modèle des blocs fissurés en béton standard dans IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Exportation</h2>\n<p>L'application<strong> IDEA StatiCa Connection</strong>, développée en interne,<strong> dispose désormais d'un </strong><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>lien BIM puissant </strong></a><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>avec Detail</strong></a>, permettant la conception et vérification des blocs de béton armé avec plusieurs combinaisons.</p>\n<p>Conditions préalables à l'exportation :</p>\n<ul>\n  <li>Le modèle doit être<strong> précalculé et les résultats doivent être inclus.</strong></li>\n</ul>\n<p>Allez à l'onglet <strong>Vérification -&gt; Vérification de béton armé -&gt; Enregistrer.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>L'exportation n'est autorisée que pour la topologie d'ancrage. L'<a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">exportation</a> permet le transfert de :</p>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection&nbsp;:</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : par adhérence / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h2>5 Conception</h2>\n<p>Cette section vous permet de modifier les éléments, appuis, charges et combinaisons et groupe de barres d'armature.</p>\n<h3>Appuis</h3>\n<p>Le sol présente une certaine rigidité qui doit être prise en compte pour une conception précise. L'<strong>appui superficiel</strong> permet la rigidité dans les trois directions et est défini comme <strong>inactif en traction par défaut</strong> (non-linéarité des limites).</p>\n<ul>\n  <li>Soyez prudent lorsque vous faites des hypothèses sur les conditions limites. Dans le cas de la non-linéarité, si les moments sont assez élevés, l'appui du bloc de béton en traction peut se retourner pendant l'analyse, provoquant des rotations importantes. Cela peut conduire à un modèle divergent en raison du mouvement du corps flexible.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Appareils de transfert</h3>\n<p>Les tiges sont reprises de IDEA StatiCa Connection. Deux types de tiges peuvent être sélectionnés.</p>\n<p>Tiges encastrées :</p>\n<ul>\n  <li>Tiges préinstallées ayant les mêmes attributs d'<a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#finite-element-types\">adhérence</a> que les barres de ferraillage.</li>\n</ul>\n<p>Tiges par adhérence :</p>\n<ul>\n  <li>Post-installés (tiges chimiques) avec la possibilité de personnaliser l'effort d'adhérence selon la résistance d'adhérence réelle.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Veillez au paramétrage correct de l'<strong>interconnexion avec le pied de poteau</strong>. Si les semelles sont importées à partir de l'application Connection, le <strong>transfert des efforts axiaux</strong> doit être <strong>désactivé</strong> et le <strong>transfert de cisaillement</strong> doit être <strong>activé</strong>. C'est parce que les tiges sont chargées directement par les efforts. Vous pouvez en savoir plus à ce sujet <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">ici</a>.</p>\n<p>Si vous conceviez des semelles à partir de zéro dans l'application Detail, les deux options seraient activées. Lors du transfert de cisaillement à travers les tiges, l'utilisateur doit déterminer quelles tiges supporteront l'effort de cisaillement et sélectionner la case à cocher correspondante. Ceci est conforme aux exigences de la norme EN qui spécifie que le cisaillement ne doit être attribué qu'aux tiges effectives pour la vérification de la rupture du bord de béton.</p>\n<h3>Ferraillage</h3>\n<p>Paramétrez l'enrobage en béton à 40 mm, ce qui sera utilisé comme valeur par défaut pour le ferraillage.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Sélectionnez le <strong>Groupe de barres d'armature (1) --&gt; Groupe de barres 3D (2) </strong>et remplissez les champs <strong>Diamètre</strong>, <strong>Attributs</strong> et <strong>Géométrie (3)</strong>.</p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez la <strong>Surface</strong>. Toutes les autres options sont conservées.</p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copiez </strong>l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Charges et combinaisons</h3>\n<p>Les combinaisons sont prises de IDEA StatiCa Connection. Toutes les conséquences de l'importation sont mentionnées en détail dans l'article <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection à Detail</a>.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<h2>6 Vérification</h2>\n<p><strong>Avant de démarrer l'analyse</strong>, nous recommandons vivement de <strong>changer le multiplicateur de maillage</strong> à deux afin d'accélérer le calcul. Cette étape n'est pas obligatoire mais elle peut réduire le temps de calcul et aider à identifier tout problème de divergence. <strong>Si tout se passe bien et aucun problème ne survient, vous pouvez revenir à un multiplicateur d'un</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Résultats</h2>\n<h3>Contrainte équivalente principale</h3>\n<p>La <strong>contrainte équivalente principale (EPS)</strong> dans le béton est déterminée selon le comportement de volume du bloc de béton. Les zones qui subissent la charge la plus élevée sont identifiées et mises en valeur. Afin de mieux comprendre le confinement par rapport à la compression uniaxe, la contrainte équivalente est calculée à l'aide de coefficient kappa. Plus d'informations sur la contrainte équivalente principale sont fournies dans <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#ultimate-limit-state-checks\">cet article de la Base théorique.</a></p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Contrainte dans les barres d'armature</h3>\n<p><strong>Lors de la vérification de ferraillage</strong>, il est essentiel de noter que la tige proche du coin est utilisée au maximum.</p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>En affichant l'utilisation du ferraillage, l'utilisateur peut clairement voir quel ferraillage contribue au transfert de la charge et à la prévention de la rupture du cône de béton.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Ancrage</h3>\n<p>Vérifiez les paramètres de l'<strong>ancrage</strong> et activez l'option <strong>Effort total dans les tiges</strong>. Les efforts dans les tiges peuvent varier légèrement en raison des différentes approches de calcul concernant le bloc de béton. Cependant, les différences ne sont pas significatives.</p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Déformations</h3>\n<p>Passez à <strong>Complémentaire</strong> et activez l'option <strong>Déformation</strong>.</p>\n<p>Il n'est pas nécessaire d'effectuer une vérification de déformation pour ELU mais il est vivement recommandé de vérifier la déformation après l'analyse pour s'assurer que le modèle ne subit pas de déformation importante, de rotation importante ou qu'aucun élément fini n'est endommagé. Cela permet d'avoir une vue d'ensemble des résultats de l'analyse et d'identifier les problèmes qui ont pu se produire lors de l'analyse.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Rapport</h2>\n<p>Enfin, passez à l'<strong>Aperçu/Impression de rapport</strong>. IDEA StatiCa offre un rapport entièrement personnalisable à imprimer ou enregistrer dans un format modifiable.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>Vous avez vérifié l'ensemble de la conception de l'attache selon les normes EN 1993-1-8 et EN 1992-4. La partie en acier a été vérifiée dans IDEA StatiCa Connection et le bloc de béton a été vérifié dans IDEA StatiCa Connection et Detail.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3093d2f3_fd32_01b1_7756_3728b23df3df\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c241a84c_e373_0189_6fd5_29b91c19ae75\"></object>"
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                                            "value": "<p>L'Eurocode spécifie plusieurs modes de rupture des tiges et des semelles en béton et les divise selon leur type de charge. Dans <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, on pouvait déjà évaluer les tiges avec certaines limitations&nbsp;: il fallait faire des évaluations manuellement.</p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>En même temps, il était impossible de prendre en compte le ferraillage des blocs de béton. Ceci change maintenant avec IDEA StatiCa Detail 3D, qui ajoute plus de possibilités. IDEA StatiCa Detail 3D n'offre pas d'évaluations habituelles définies dans la norme pour le béton standard. Cependant, avec l'analyse MEF, nous pouvons vérifier si le béton armé satisfait la charge spécifiée et si <strong>la rupture du béton qui correspondrait </strong>à ces conditions est empêchée. Les applications fonctionnent indépendamment et peuvent être utilisées séparément, mais grâce au <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">lien entre Connection et Detail</a>, il est également possible d'utiliser Detail uniquement comme calcul complémentaire.</p>\n<p>Passons maintenant aux conditions de l'Eurocode une par une et les possibilités offertes par les applications.</p>\n<h2>Effort de traction</h2>\n<p>L'Eurocode divise le premier type de charge (<strong>effort de traction</strong>) en 6 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d, e, f) et deux autres pour les semelles avec ferraillage (g, h).</p>\n<p>L'image ci-dessous montre schématiquement quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.1) pour la conception des ancrages <strong>(CBFEM)</strong>, tandis que IDEA StatiCa Detail est entièrement basé sur la méthode des éléments finis <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Certaines options d'évaluation se chevauchent donc dans les deux applications, mais toujours avec une méthode différente.</p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>Les méthodes mises en œuvre dans le logiciel permettent seulement l'utilisation du béton standard dans Connection, tandis que <strong>seulement les semelles en béton armé peuvent être considérées dans Detail</strong>.</p>\n<figure data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/504267ed-44f6-46ae-9b15-33d57f0af506/failures.png\" data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" alt=\"\"></figure>\n<p>Les principales hypothèses et limites de l'analyse pour IDEA StatiCa Detail 3D sont énumérées dans l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues</a>.</p>\n<h4>a) Rupture d'acier</h4>\n<p>La rupture d'acier des tiges<strong> chargées en traction</strong> est vérifiée dans les deux applications. La résistance à la traction de la tige est vérifiée dans Connection selon la formule suivante :</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>Dans Detail, les tiges sont vérifiées comme les barres de ferraillage ordinaires selon les diagrammes contrainte-déformation définis pour des matériaux particuliers tout en utilisant la valeur de la déformation limite de 5% au maximum (calculée selon l'effet de raidissement par traction, voir plus d'informations dans la Base théorique).</p>\n<h4>b) Rupture du cône de béton</h4>\n<p>La rupture du cône de béton peut être vérifiée dans Connection. Cependant, dans Connection, l'application ne peut prendre en compte que le <strong>béton standard</strong>.</p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Par conséquent, en cas de rupture du cône de béton, il convient de passer à IDEA StatiCa Detail où il est possible d'effectuer une analyse de l'ensemble du bloc de béton armé. La résistance à la traction du béton est négligée de manière conservatrice, ce qui signifie que la capacité portante en cas de rupture du cône est déterminée par la quantité de ferraillage spécifiée de manière significative. Dans l'image ci-dessous, vous pouvez voir les <strong>directions des contraintes principales</strong> qui indiquent la forme du cône mentionné ci-dessus. Dans la partie droite, vous pouvez voir les valeurs des contraintes de béton qui sont comparées avec les valeurs limites.</p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4>c) Rupture par arrachement</h4>\n<p>Cette vérification n'est disponible dans Connection que pour certains cas (voir la première image dans cet article). Une évaluation supplémentaire est nécessaire pour les tiges mécaniques post-installées.</p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>Dans Detail, il est possible de mettre en place des <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">tiges par adhérence</a> et spécifier la résistance d'adhérence de conception selon leurs paramètres techniques. Les tiges seront ensuite vérifiées sur la base de ces paramètres. (Applicable uniquement pour le béton armé).</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Rupture par arrachement et rupture de béton des moyens d'assemblage adhérents</h4>\n<p>Cette rupture ne peut être détectée que dans Detail où les contraintes de béton et les zones d'ancrage sont évaluées à l'aide de 3D CSFM. Le mécanisme de la rupture combinée par arrachement et du béton dans Detail est basé sur les principes définis ci-dessus et son évaluation fait partie de la vérification de la résistance du béton et de l'ancrage. (Applicable uniquement pour le béton armé).</p>\n<h4>e) Rupture fragile de béton</h4>\n<p>Il n'est pas possible de l'évaluer dans Connection. Dans Detail, la rupture fragile est généralement un problème de béton standard où l'utilisation de ferraillage empêche sa production. En même temps, il est possible de voir les contraintes et déformations du ferraillage en compression ou traction et aussi du béton en compression dans l'application Détail.</p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Rupture par éclatement de béton</h4>\n<p>Pour le béton standard, une vérification empirique selon l'Eurocode dans Connection est possible.</p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>Pour les éléments avec ferraillage, il est possible d'utiliser Detail. La rupture par éclatement du béton est couverte par l'analyse de la résistance du béton lorsque les contraintes de traction sont transférées uniquement par le ferraillage (comme mentionné plusieurs fois ci-dessus).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>g) Rupture d'acier du ferraillage</strong></p>\n<p><strong>h) Rupture d'ancrage du ferraillage</strong></p>\n<h2>Charge de cisaillement</h2>\n<p>L'Eurocode divise le deuxième type de charge<strong> </strong>(<strong>effort de cisaillement</strong>) en 4 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d) et deux autres pour les semelles armées (e, f).</p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>L'image ci-dessous montre <strong>schématiquement</strong> quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.2) <strong>pour la conception d'ancrage </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a>. Tous les types de rupture causés par l'effort de cisaillement peuvent être évalués dans l'application Connection.</p>\n<figure data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5929bf71-34da-46ae-b406-852cc91bcfc6/28.png\" data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" alt=\"\"></figure>\n<p>Dans IDEA StatiCa Detail 3D, le cisaillement peut être transféré par frottement, tiges ou bêches. Il est important de préciser que seules les semelles sont évaluées. Les tiges et bêches doivent être vérifiées dans Connection ou ailleurs. Encore une fois, il faut souligner que seul le béton armé est autorisé.</p>\n<h4>a) Rupture d'acier sans bras de levier</h4>\n<p>La rupture d'acier sans bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>b) Rupture d'acier avec bras de levier</h4>\n<p>La rupture d'acier avec bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>c) Rupture par effet de levier du béton</h4>\n<p>La rupture par effet de levier du béton des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>La capacité de cisaillement de béton à travers le pied de poteau est ensuite évaluée dans l'application Detail.</p>\n<h4>d) Rupture du bord de béton</h4>\n<p>La rupture du bord de béton des tiges chargées en cisaillement n'est vérifiée dans Connection que pour le béton standard. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>La rupture du bord de béton peut être vérifiée dans Detail (béton armé uniquement).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>e) Rupture d'acier du ferraillage supplémentaire</strong></p>\n<p><strong>f) Rupture d'ancrage du ferraillage supplémentaire</strong></p>\n<h2>Conclusion</h2>\n<p>L'avantage le plus significatif peut être trouvé dans des exemples tels que l'ancrage près d'un bord et d'autres cas où le béton standard ne correspond pas à la charge requise. Il faut spécifier que les tiges et bêches doivent faire l'objet d'une évaluation supplémentaire dans Connection, mais ensemble, ces deux outils fournissent une solution complète.</p>\n<p>En raison de la méthode et de la manière dont l'application est conçue, l'<strong>application Detail ne convient qu'aux semelles armées.</strong></p>"
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                                                    "value": "<p>IDEA StatiCa est un outil permettant de résoudre des tâches complexes en 3D et est entièrement vérifié pour l'ancrage dans des blocs de béton. Cette solution vous permet d'effectuer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU). Nous disposons ainsi d'un outil permettant de saisir tous les types de <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">ruptures de béton</a> pour les fondements. Avec IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> pour la vérification des ancrages, nous proposons un ensemble complet pour tous ceux qui travaillent avec les assemblages acier-béton.</p>\n<p>L'amélioration du transfert de cisaillement, amélioration des résultats et intégration simplifiée entre <strong>IDEA StatiCa Connection</strong> et <strong>IDEA StatiCa Detail</strong>, ainsi que les vérifications, signifient que la solution est maintenant entièrement capable de traiter des exemples réels et pratiques de n'importe quel type d'ancrage.</p>\n<h3>Quelles sont les améliorations principales par rapport à la version BÊTA ?</h3>\n<ul>\n  <li><strong>Appareils de transfert de cisaillement :</strong> Entités fondamentales qui permettent la conception générale de tous les types d'ancrage <strong>(tiges, bêches et frottement)</strong>. Tous les types correspondent aux options dans IDEA StatiCa Connection, ce qui permet une importation aisée. Lisez la note de publication séparée consacrée aux <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Appareils de transfert de cisaillement</a>.</li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n  <li><strong>Sections des résultats&nbsp;</strong>: Dans le cadre des améliorations pour mieux comprendre les résultats, Detail offre la possibilité de voir le comportement réel de la structure. Lire la note de publication séparée : <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n  <li><strong>Exportation complète de Connection avec de nouvelles entités : </strong>L'importation est possible, y compris toutes les informations sur les matériaux, les types de tiges et leurs traitements finaux. Lire la note de publication séparée : <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection vers Detail</a></li>\n  <li><strong>Grille du plan de travail&nbsp;:</strong> Une nouvelle grille facilite l'identification des surfaces lors de la modélisation, ferraillage, création de sections, etc. Lire la note de publication séparée : <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Amélioration de la modélisation – Grilles et poids propre</a></li>\n  <li><strong>Poids propre :</strong> L'application inclut un autre type de charge, le poids propre. Il est automatiquement calculé en fonction des dimensions et matériau sélectionné.</li>\n  <li><strong>Maillage affiné autour des tiges :</strong> Le maillage autour des tiges a été localement affiné pour obtenir des résultats précis. Ce paramétrage ne peut pas être modifié. Le maillage est généré automatiquement.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Description complète des fonctionnalités de 3D Detail.</a></p>\n<p><em>Note : Actuellement pour l'Eurocode (EN) seulement.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b335540c_7ff4_017f_4617_c09c66db4e89\"></object>\n<h3>Limites connues de 3D Detail</h3>\n<p>Comme Detail n'est qu'un outil qui ne peut pas remplacer le jugement des ingénieurs, il est nécessaire de bien comprendre ses fonctions, ses avantages et ses limites. Lisez les limites qui doivent être prises en compte :</p>\n<ul>\n  <li>La solution ne convient qu'au<strong> béton armé.</strong></li>\n  <li>L'application fournit des<strong> vérifications ELU</strong> conformément à la norme EN.</li>\n  <li><strong>Un seul bloc de béton</strong> est autorisé dans Detail.</li>\n  <li>Dans Detail, les tiges ne sont vérifiées que pour la résistance à la traction. Il est nécessaire d'<strong>utiliser Connection pour les vérifications de cisaillement et d'interaction</strong>.</li>\n  <li>Seuls les modèles <strong>ancrés par un pied de poteau</strong> et <strong>seulement</strong> <strong>contact direct </strong>peuvent être importés dans Detail (à partir de Connection).</li>\n  <li><strong>Les charges importées et saisies par l'utilisateur ne peuvent pas être combinées dans le même modèle.</strong></li>\n</ul>\n<p>Pour une liste complète des limites et des explications complémentaires, consultez l'article : <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail</a></p>\n<h3>Vérifications</h3>\n<p>Nous soulignons encore une fois que, bien que Detail 3D soit une solution générale pour modéliser n'importe quel détail, nous vérifions les exemples étape par étape. L'accent est actuellement mis sur la vérification des fonctionnalités liées à l'<a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">ancrage</a>. Vous trouverez ci-dessous une vue d'ensemble des cas d'utilisation possibles et projets de développement ultérieurs :</p>\n<table><tbody>\n  <tr><td><strong>Cas d'utilisation</strong></td><td><strong>Fonctionnalité prête</strong></td><td><strong>Vérification fournie</strong></td><td><strong>Vérification dans la version</strong></td></tr>\n  <tr><td>Fondements des poteaux en acier</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Ancrages généraux des éléments en acier<br>\n(poutres, contreventements, tiges de levage...)</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Utilisation générale de Detail 3D pour d'autres cas (têtes de pieux, têtes de piliers, etc.)</td><td>OUI</td><td>NON</td><td>en cours de développement</td></tr>\n  <tr><td>Type de modèle de voile</td><td>NON</td><td>NON</td><td>en cours de développement</td></tr>\n</tbody></table>\n<p>Nous mettons continuellement à jour et ajoutons de nouvelles <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&amp;label=detail_3d\">vérifications pour 3D Detail</a> où nous vérifions la fonctionnalité et les hypothèses. 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                                                                                "urlSlug": "complete-sls-combinations-in-detail",
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                                                                              {
                                                                                "codename": "rn_24_1__lateral_torsional_buckling_in_beam",
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                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__measure_tool_in_connection",
                                                                                "linkId": "f45ea370-25e6-41b7-8b46-dcd1321357c7",
                                                                                "urlSlug": "measuring-tool",
                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__ui_improvements_in_connection",
                                                                                "linkId": "fb77fca1-385b-46a4-b900-6abfb43459f3",
                                                                                "urlSlug": "project-item-and-material-management",
                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__new_property_grid_in_connection",
                                                                                "linkId": "1a8ba6b6-dd01-41ef-88cd-8639573edc39",
                                                                                "urlSlug": "multiselect-and-multiedit-in-the-connection-app",
                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__ram_memory_consumption_dramatically_decre",
                                                                                "linkId": "1d9b89d5-be91-46c0-9463-87c60c0a42c3",
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                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__regional_improvements_in_connection",
                                                                                "linkId": "c45b2f39-b0a5-483f-a187-0c9e3d67683e",
                                                                                "urlSlug": "regional-improvements-in-24-1",
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                                                                              {
                                                                                "codename": "rn_24_1__user_portal___user_usage_reporting",
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                                                                                "urlSlug": "automatic-anchoring-code-selection-with-hooked-anchors",
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                                                                              {
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                                                                                "linkId": "939df342-cb53-4862-aef6-f71038dcbd91",
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                                                                              {
                                                                                "codename": "rn_24_1__multi_management_tools_in_checkbot",
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                                                                                "urlSlug": "multi-management-tools-in-checkbot",
                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__parameters_made_useful_for_everyone",
                                                                                "linkId": "634feb76-63f1-49fd-b680-f4ff75195c99",
                                                                                "urlSlug": "parameters-are-useful-for-everyone",
                                                                                "type": "support_center_article"
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                                                                              {
                                                                                "codename": "rn_24_1__hilti_profis_plugin_in_checkbot",
                                                                                "linkId": "9a784358-0e6c-4525-8a9c-b675bd76931e",
                                                                                "urlSlug": "hilti-profis-plugin-in-checkbot",
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                                                                                "codename": "rn_24_0__checkbot_ready_for_big_projects",
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                                                                            "name": "Content",
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                                                                            "value": "<p>À part les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux de la version 24.1</a>, lisez la liste complète de la nouvelle fonctionnalité&nbsp;:</p>\n<h2>Conception en béton</h2>\n<p><strong>Detail 3D (exclusivement Eurocode)</strong></p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est hors de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> par des tiges, bêches et frottement</li>\n  <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Exportation complète de Connection avec des nouvelles entités</a></li>\n  <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a> – vérifications des sections, contrainte</li>\n  <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Grilles du plan de travail</a> pour la conception des nouvelles entités</li>\n  <li>Maillage fin autour des tiges et stabilité de l'application</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Nouveaux modèles</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Combinaisons ELS améliorées</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Rigidité des appuis ponctuels</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (exclusivement Eurocode)</li>\n</ul>\n<h2>Conception en acier</h2>\n<ul>\n  <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Outil de mesure dans Connection</a></li>\n  <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion des éléments du projet et matériaux</a></li>\n  <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Sélection et édition multiple dans Connection</a></li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Réponse rapide de l'application avec annulation rapide des calculs</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/project-item-and-material-management\">Calculs de voilement dans le menu backstage</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/regional-improvements-in-24-1\">Base théorique dans le rapport</a> en italien et portugais</li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/how-to-import-a-plate-from-dxf\">Importation facile des formes de platine de DXF</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/modeles-parametriques-dans-la-bibliotheque-des-attaches\">Modèles paramétriques de conception améliorés</a></li>\n  <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Améliorations régionales</a></li>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Maillage autour des trous pour les boulons et axes d'articulation</a></li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Gestion multiple et outils de groupement dans Checkbot</a></li>\n  <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Paramètres utiles pour tout le monde</a></li>\n  <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Plug-in HILTI PROFIS dans Checkbot</a></li>\n  <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">Importations de MEF vers Checkbot 60% plus rapides</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/exporting-an-ifc-file-from-idea-statica\">Exportation IFC depuis Checkbot</a></li>\n  <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Importation avancée des connecteurs depuis des outils DAO</a></li>\n  <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Liens BIM autorisés dans la version 24.1</a></li>\n</ul>\n<h2>Usage et Licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Paramétrage des projets</a></li>\n  <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Préférences partagées à travers la gamme complète des outils</a></li>\n  <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Authentification unique (SSO) pour usage public</a></li>\n  <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Comblement de l'écart entre Viewer et Connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/license-usage-analytics-in-the-user-portal\">Rapports d'usage de licence au Portail d'utilisateur</a></li>\n</ul>\n<h2>Notes de publication complètes</h2>\n<p>Ci-dessous, vous pouvez télécharger les <strong>Notes de publication </strong>pour IDEA StatiCa 24.1 en format PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f77b166e_fd7a_0112_b176_a3fb4885c324\"></object>"
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                                                                                      {
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                                                                                      {
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                                                                                      {
                                                                                        "codename": "weld_check_visualization",
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                                                                                      {
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                                                                                      {
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                                                                                        "urlSlug": "edge-indexing-in-member-and-connection-models",
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                                                                                      {
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                                                                                        "urlSlug": "implementation-of-long-term-losses-in-detail",
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                                                                                      {
                                                                                        "codename": "rn_23_0__improvements_for_aci_318_19_in_detail",
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                                                                                        "urlSlug": "improvements-for-aci-318-19-in-detail",
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                                                                                      {
                                                                                        "codename": "rn_23_0__imperial_rounding_improvements_in_detail",
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                                                                                        "urlSlug": "imperial-rounding-improvements-in-detail",
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                                                                                      {
                                                                                        "codename": "equivalent_time_for_deflection",
                                                                                        "linkId": "9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e",
                                                                                        "urlSlug": "equivalent-time-for-deflection-evaluation",
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                                                                                      {
                                                                                        "codename": "rn_23_0__enhanced_mesh_in_member__copy_",
                                                                                        "linkId": "fcf88cfa-ef51-4afa-a139-917a5f1f8cbb",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_23_0",
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                                                                                      {
                                                                                        "codename": "rn_22_1_timber_connections__show_angle_to_grains",
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                                                                                      {
                                                                                        "codename": "rn_22_1__significant_step_to_designing_and_code_ch",
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                                                                                        "urlSlug": "gmnia-solver-extended-to-shear-and-torsion-effects",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_22_1",
                                                                                        "linkId": "8136efc3-3a87-48df-9cb2-890edbe4cfb2",
                                                                                        "urlSlug": "notes-de-publication-idea-statica-22-1",
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                                                                                      {
                                                                                        "codename": "rn_22_0__loads_in_equilibrium_by_default",
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                                                                                      {
                                                                                        "codename": "rn_22_0__fatigue_improvements",
                                                                                        "linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
                                                                                        "urlSlug": "fatigue-analysis-how-the-results-are-displayed",
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                                                                                      {
                                                                                        "codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
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                                                                                        "urlSlug": "through-bolts-for-hollow-sections-warning",
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                                                                                      {
                                                                                        "codename": "rn22_0__update_of_eccentricity_definition_of_norma",
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                                                                                        "urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_22_0",
                                                                                        "linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
                                                                                        "urlSlug": "release-notes-idea-statica-22-0",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__bearing_type_options_for_bolts",
                                                                                        "linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
                                                                                        "urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
                                                                                        "linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
                                                                                        "urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__slip_resistance_check_update_according_to",
                                                                                        "linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
                                                                                        "urlSlug": "slip-resistance-check-update-according-to-sp-16",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_0__connection_browser_ii",
                                                                                        "linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
                                                                                        "urlSlug": "company-sets-selection-in-the-connection-browser",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_1",
                                                                                        "linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "section_model_view___drawings___sketches____copy_",
                                                                                        "linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
                                                                                        "urlSlug": "mise-a-jour-du-solutionneur-cbfem",
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                                                                                      {
                                                                                        "codename": "condensed_elements",
                                                                                        "linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
                                                                                        "urlSlug": "condensed-superelements-invisible-but-essential",
                                                                                        "type": "blog_post"
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                                                                                      {
                                                                                        "codename": "differences_in_results_between_version_21_and_olde",
                                                                                        "linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
                                                                                        "urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_0_d5c25f3",
                                                                                        "linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__improved_model_of_contacts",
                                                                                        "linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
                                                                                        "urlSlug": "an-improved-model-of-contacts",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__butt_welds_upgraded_model",
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                                                                                        "urlSlug": "butt-welds-upgraded-model",
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                                                                                      {
                                                                                        "codename": "rn_20_1__bolt_bearing_distances__en_",
                                                                                        "linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
                                                                                        "urlSlug": "bolt-bearing-distances-for-eurocode",
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                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__connecting_plate_eccentricity",
                                                                                        "linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
                                                                                        "urlSlug": "connecting-plate-eccentricity",
                                                                                        "type": "support_center_article"
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_steel_20_1",
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                                                                                        "urlSlug": "release-notes-idea-statica-steel-20-1",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_concrete_20_1",
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                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_steel_20",
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                                                                                      {
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                                                                                    "name": "Content",
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                                                                                    "value": "<h2>Compatibilité des versions</h2>\n<p>La version du logiciel IDEA StatiCa (par exemple 22.1.3.0789) est décrite par un numéro composé de la version majeure (22), la version mineure (.1), le numéro de correctif (.3) et le numéro de build (.0789).</p>\n<p>Chaque version majeure et mineure des applications IDEA StatiCa modifie les données du projet et les rend impossibles à utiliser dans les versions précédentes. Cela signifie que si vous créez ou enregistrez un projet dans la version 22.1, vous ne pouvez pas l'ouvrir dans la version 22.0.</p>\n<p>Cependant, les correctifs de la même version sont compatibles, donc si vous créez ou sauvegardez un projet dans le correctif 22.1.3, vous pouvez toujours l'ouvrir dans le correctif 22.1.0.</p>\n<p>Le <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a> génère toujours des fichiers de projet dans la dernière version de IDEA StatiCa et le dernier correctif publié.</p>\n<h2>Ouvrir un ancien projet dans une version plus récente</h2>\n<p>Les modèles conçus dans des versions antérieures de IDEA StatiCa peuvent présenter des différences lorsque vous passez à la version la plus récente. Lors de la mise à jour vers une version plus récente du programme, vous pouvez rencontrer certaines différences associées à l'ouverture de modèles créés dans des versions antérieures.</p>\n<p>Pour vous tenir au courant, veuillez lire les <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">notes de publication</a> pour chaque version majeure et mineure publiée, ainsi que les mises à jour des correctifs et les <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">listes des bogues résolus</a>.</p>\n<p>Vous trouverez ci-dessous une liste des principales modifications apportées à chaque nouvelle version du programme qui peuvent entraîner des changements des résultats :</p>\n<h3>Changements dans la version 25.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Analyse géométrique non linéaire</a> (GMNA)</li>\n  <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Zone d'épandage de soudure</a></li>\n</ul>\n<p>Lire les <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">points principaux</a> et la <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 25.0.</p>\n<h3>Changements dans la version 24.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de la norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Amélioration du maillage autour des trous de boulons et articulations</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est sorti de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> à travers les tiges, bêches et frottement</li>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (Eurocode uniquement)</li>\n</ul>\n<p>Lire les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux</a> et la <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.1.</p>\n<h3>Changements dans la version 24.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (correctif 23.1.1)</li>\n  <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Étendre l'élément à l'aide de l'opération de coupe</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (correctif 23.1.2)</li>\n</ul>\n<p>BIM et SERVICES CLOUD</p>\n<ul>\n  <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Centre de conception structurale gratuit pour tous les logiciels MEF et DAO autorisés</a> et arrêt des plugins Viewer gratuits</li>\n</ul>\n<p>Lisez les <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">points principaux</a> et la <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.0.</p>\n<h3>Changements dans la version 23.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Soudures - autoconception, saisie, avertissements, visualisation</a></li>\n  <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Saisie et visualisation de la position de l'effort de cisaillement</a> (depuis le correctif 23.0.5)</li>\n  <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Réduction de la limite d'élasticité pour les sections creuses en acier à grande résistance</a></li>\n  <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Avertissement pour les soudures et boulons reliant les mêmes platines</a> (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Reconnaissance des fourrures</a> (depuis le correctif 23.0.3)</li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction des boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Calcul détaillé des valeurs des matériaux de conception des assemblages affichées dans le tableau des résultats des platines</a></li>\n  <li>Classes des matériaux d'acier et boulons selon AISC360-22 (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Détection des singularités dans Member</a> (depuis le correctif 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Notes de publication de IDEA StatiCa 23.1.</a></p>\n<h3>Changements dans la version 23.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Vérifications de qualification des assemblages sismiques préqualifiés pour AISC</a></li>\n  <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Mise à jour des normes ANSI/AISC 360-22, CSA S16:19 et des sections Taïwan</a></li>\n  <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Tiges détachées</a> (depuis le correctif 22.1.5)</li>\n  <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Mises à jour de l'Eurocode pour les éléments à voile mince et tiges</a></li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction pour les boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Indexation des bords dans les modèles Member et Connection</a></li>\n  <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Sélection des extrêmes de charge</a> (depuis le correctif 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Fonctionnalité de vérification des contraintes limitée dans Detail</a></li>\n  <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implémentation des pertes à long terme dans Detail</a></li>\n  <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Améliorations pour ACI 318-19 dans Detail</a></li>\n  <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Améliorations de l'arrondissement impérial dans Detail</a></li>\n  <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Temps équivalent pour la flèche dans Beam</a> (depuis le correctif 22.1.3)</li>\n  <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Maillage triangulaire en béton dans Member</a></li>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Notes de publication de IDEA StatiCa 23.0</a>.</p>\n<h3>Changements dans la version 22.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle par rapport au grain des assemblages acier-bois</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Solutionneur GMNIA étendu aux effets de cisaillement et de torsion</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Notes de publication de IDEA StatiCa 22.1.</a></p>\n<h3>Changements dans la version 22.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Charges en équilibre par défaut</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Analyse de fatigue - comment les résultats sont affichés</a></li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Avertissement concernant les boulons traversants pour les sections creuses</a></li>\n  <li>Mise à jour de Connection Lite</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Mise à jour de la définition de l'excentricité d'effort normal pour les poteaux en béton selon l'Eurocode</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Notes de publication de IDEA StatiCa 22.0</a>.</p>\n<h3>Changements dans la version 21.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Options de type de pression diamétrale pour les boulons dans la version 21.1 et suivantes</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Vérifications spécifiques des soudures selon l'Eurocode (EN) et la norme indienne (IS)</a></li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Mise à jour de vérification de résistance au glissement selon SP 16</a></li>\n</ul>\n<p>Pour les utilisateurs de <strong>Gestionnaire des modèles</strong>, utilisez la version 21.1 pour <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transférer vos conceptions dans la nouvelle Connection Library</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Notes de publication de IDEA StatiCa 21.1</a>.</p>\n<h3>Changements dans la version 21.0</h3>\n<p>Le changement le plus important depuis la version 21.0 concerne le modèle analytique des éléments dans Connection, veuillez lire l'article <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Mise à jour du solutionneur CBFEM</a> et l'article de blogue <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Super-éléments condensés - invisibles mais essentiels</a>. L'impact des changements est également décrit dans l'article <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Améliorations du modèle d'analyse dans IDEA StatiCa version 21.0</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Notes de publication de IDEA StatiCa 21.0</a>.</p>\n<h3>Changements dans la version 20.1</h3>\n<p>Nous indiquons ici les articles décrivant les principales différences entre l'ancienne et la nouvelle version.</p>\n<ul>\n  <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Modèle amélioré des contacts</a></li>\n  <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Modèle amélioré pour les soudures bout à bout</a></li>\n  <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Distances d'appui des boulons pour l'Eurocode</a></li>\n  <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Excentricité de platine de raccordement</a></li>\n</ul>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.1</a> et <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.1.</a></p>\n<h3>Changements dans la version 20</h3>\n<p><strong>Refonte de l'opération de fabrication des cornières</strong></p>\n<p>Dans la version précédente, l'opération de fabrication des cornières faisait parfois intervertir les ailes des sections en L, principalement lors de la rotation de l'élément autour de l'axe longitudinal. Désormais, les sections en L sont positionnées correctement et l'orientation des ailes est maintenue lors de l'introduction de rotation de l'élément. Le nouveau mécanisme est basé sur un nouveau positionnement de l'élément (par ses coordonnées locales - plutôt que par ses rotations).</p>\n<p><strong>Systèmes de coordonnées locales des éléments dans les applications MEF/DAO</strong></p>\n<p>Toutes les entités dans les applications MEF/DAO sont créées de manière à ce que leur axe de définition ait un début et une fin. Ces deux points sont pris comme vecteur pour définir le système de coordonnées locales de l'élément. Ces informations sont stockées dans chaque projet d'application MEF/DAO et peuvent être utilisées lors de l'importation. Nous en avons profité pour améliorer l'exactitude de l'importation de la géométrie par notre lien BIM. De l'autre côté, cela change les conditions et l'utilisateur doit faire attention à la façon dont le modèle est créé dans MEF/DAO parce que cela a un impact sur le modèle CBFEM dans Connection. Nous recommandons de faire attention lors de l'importation des projets MEF/DAO dans la version 20, le système de coordonnées locales des éléments peut changer avec le modèle et la différence par rapport au modèle importé dans les versions précédentes est éminente.</p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"\"></figure>\n<p><strong>Compatibilité des projets d'application Member</strong></p>\n<p>L'application IDEA StatiCa Member passe par un développement agile, en particulier l'architecture de stockage des données et l'interface utilisateur guidée. Sur cette base, il est évident que les projets créés dans les anciennes versions peuvent ne pas être ouverts correctement dans la version 20 ou que l'application peut ne pas les ouvrir. Veuillez en tenir compte et excuser IDEA StatiCa pour la gêne occasionnée.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.0</a> et <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changements dans la version 10.1 et antérieures</h3>\n<p>L'une des raisons de la nouvelle interface graphique est que beaucoup d'ingénieurs disaient : «&nbsp;IDEA StatiCa Connection doit être plus à l'abri des erreurs&nbsp;». Ces «&nbsp;erreurs&nbsp;» sont généralement liées à :</p>\n<ul>\n  <li>La définition correcte&nbsp;de la <strong>longueur</strong> <strong>des éléments</strong> – dans le cas d'éléments extrêmement courts ou longs, cela peut avoir une influence considérable sur les résultats. Depuis la version 9, IDEA StatiCa Connection définit automatiquement une longueur appropriée pour tous les éléments.</li>\n  <li><strong>Soudures </strong>– la redistribution plastique des contraintes est de loin la méthode de conception la plus précise pour les soudures et a été introduite dans la version 7.1. Au cours de la version 8 – et pendant une période de transition – elle était la méthode par défaut et coexistait avec les autres méthodes d'évaluation. Depuis la version 9, cette méthode est la seule option disponible et les autres méthodes d'évaluation ont été supprimées afin d'éviter toute confusion parmi les utilisateurs, comme nous l'avons constaté par l'intermédiaire de notre service d'assistance. Cela permet de s'assurer que toutes les soudures du projet sont conçues en toute sécurité et qu'elles sont conformes à la norme.</li>\n</ul>\n<p>Nous avons mis en place plusieurs <strong>mécanismes de vérification</strong> pour IDEA StatiCa Connection depuis la version 9.0 – vérification automatique lorsque l'assemblage est modélisé d'une manière recommandée (vérification des singularités, longueurs des éléments, décalages...). Si l'assemblage n'est pas modélisé correctement, le calcul est interrompu ou un message d'erreur est affiché. Veuillez noter qu'en raison de toutes ces améliorations, l'ouverture de projets provenant de versions antérieures peut engendrer une géométrie de modèle différente qui peut nécessiter des modifications supplémentaires.</p>\n<p>Nous avons également amélioré le <strong>maillage </strong>des sections creuses – IDEA StatiCa Connection depuis la version 9.0 génère un maillage plus fin sur les éléments avec sections creuses, ce qui peut conduire à des résultats légèrement différents par rapport aux versions antérieures.</p>\n<p>Nous affichons l'avertissement de compatibilité à chaque ouverture d'un projet provenant des anciennes versions :</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"\"></figure>"
                                                                                  },
                                                                                  "regions": {
                                                                                    "name": "Region",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "EMEA",
                                                                                        "codename": "emea"
                                                                                      },
                                                                                      {
                                                                                        "name": "APAC",
                                                                                        "codename": "apac"
                                                                                      },
                                                                                      {
                                                                                        "name": "AMER",
                                                                                        "codename": "amer"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "region"
                                                                                  },
                                                                                  "product_groups": {
                                                                                    "name": "Product group",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Steel",
                                                                                        "codename": "steel"
                                                                                      },
                                                                                      {
                                                                                        "name": "Concrete",
                                                                                        "codename": "concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Connection design",
                                                                                        "codename": "connection_design"
                                                                                      },
                                                                                      {
                                                                                        "name": "Member design",
                                                                                        "codename": "member_design"
                                                                                      },
                                                                                      {
                                                                                        "name": "Reinforced concrete",
                                                                                        "codename": "reinforced_concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Prestressed concrete",
                                                                                        "codename": "prestressed_concrete"
                                                                                      },
                                                                                      {
                                                                                        "name": "Licensing",
                                                                                        "codename": "licensing"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "product_group"
                                                                                  },
                                                                                  "support_center_article_types": {
                                                                                    "name": "Support center article",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Knowledge base",
                                                                                        "codename": "knowledgebase_article"
                                                                                      }
                                                                                    ],
                                                                                    "taxonomyGroup": "support_center_article"
                                                                                  },
                                                                                  "expertise_levels": {
                                                                                    "name": "Expertise level",
                                                                                    "type": "taxonomy",
                                                                                    "value": [],
                                                                                    "taxonomyGroup": "expertise_level"
                                                                                  },
                                                                                  "labels": {
                                                                                    "name": "Labels",
                                                                                    "type": "taxonomy",
                                                                                    "value": [
                                                                                      {
                                                                                        "name": "Connection",
                                                                                        "codename": "connection"
                                                                                      },
                                                                                      {
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Correction des problèmes avec le lien BIM avec Tekla.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0451b73e_79da_0199_f885_577290bece4f\"></object>\n<h2>Version 21.1.9</h2>\n<p>Publiée 17 octobre, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n85a2ede4_08fc_016d_8fe5_8c458e110e7f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8a92659d_4cbc_0198_ac76_66b43239073d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2b0182c5_9856_01bf_04f6_3d930d53b58e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n691de9f1_106b_0169_3c8d_58340d69b810\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4523f7bb_9495_017c_5aca_f4b413531891\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7b792bb4_f4af_013c_65e0_e2607eb15c91\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_23_0_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4721e836_54a9_0104_a6e1_dd36fccb568b\"></object>\n<h2>Version 22.1.6</h2>\n<p>Publiée 27 avril, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n668bf0d2_2775_0108_8948_697a8468edd1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n393aa525_19a2_0108_4d7b_645992987d52\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" 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data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d0704db9_14ba_01ba_689b_38a0388645aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n166f4ac8_8eac_01e6_bf8b_2f1e2b067627\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8600e943_db4a_018b_2be9_d800d34189a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bf725b77_bb94_0156_e917_18c1c00da809\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d7018308_7d81_0199_f616_0223ad3d9d12\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1b12be00_deda_01c6_a9de_743c9a44f0e7\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n76a84e3c_4f6c_019c_0cd0_a343c0fdd96f\"></object>\n<h2>Version 21.1.8</h2>\n<p>Publiée 27 avril, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17d20cb1_a2ef_0121_e13d_cdd383715bd1\"></object>\n<h2>Version 21.1.7</h2>\n<p>Publiée&nbsp;5 janvier, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8427ee28_6709_014a_59dc_20f917e59770\"></object>\n<h2>Version 21.1.6</h2>\n<p>Publiée le 6 mai, 2022</p>\n<p>Nous avons amélioré la manière de réserver et libérer les sièges de licence dans le pool de licences de votre entreprise. Les nouveaux dialogues rendent l'identification des sièges occupés/disponibles plus facile. Vous pouvez aussi facilement définir quand votre siège devrait retourner au pool. En lire plus de comment <a data-item-id=\"92fb3b9d-2841-414f-9631-7f2e4f9ea57a\" href=\"\">Réserver/libérer les sièges du pool de licences</a>.</p>\n<p>Conséquences des changements du système des licences</p>\n<ul>\n  <li>Seule la version 21.1.6 peut être démarrée au même temps que la version 22 sur le même ordinateur.</li>\n  <li>Si vous voulez démarrer une version antérieure (20, 20.1, 21.0, 21.1), il faut tout d'abord fermer la session dans IDEA StatiCa 21.1.6 ou ultérieure.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f3ae67b2_6af3_01b6_75bd_3e3084a5b94a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b61c0246_2a6f_0106_b3e6_09fcea5ece81\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d30927e_5eaf_0153_43e6_d7453034ebf6\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n12f07c7c_2720_01dd_3b3c_14a27129c4b8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n23bb2066_c1b3_0106_7d47_8115467f9998\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0e9c6f34_b6ca_0187_e98a_e2d086bec5a2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_0\"></object>"
                                                                                          },
                                                                                          "regions": {
                                                                                            "name": "Region",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "AMER",
                                                                                                "codename": "amer"
                                                                                              },
                                                                                              {
                                                                                                "name": "EMEA",
                                                                                                "codename": "emea"
                                                                                              },
                                                                                              {
                                                                                                "name": "APAC",
                                                                                                "codename": "apac"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "region"
                                                                                          },
                                                                                          "product_groups": {
                                                                                            "name": "Product group",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Steel",
                                                                                                "codename": "steel"
                                                                                              },
                                                                                              {
                                                                                                "name": "Concrete",
                                                                                                "codename": "concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Licensing",
                                                                                                "codename": "licensing"
                                                                                              },
                                                                                              {
                                                                                                "name": "Connection design",
                                                                                                "codename": "connection_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member design",
                                                                                                "codename": "member_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Reinforced concrete",
                                                                                                "codename": "reinforced_concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Prestressed concrete",
                                                                                                "codename": "prestressed_concrete"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "product_group"
                                                                                          },
                                                                                          "support_center_article_types": {
                                                                                            "name": "Support center article",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Knowledge base",
                                                                                                "codename": "knowledgebase_article"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "support_center_article"
                                                                                          },
                                                                                          "expertise_levels": {
                                                                                            "name": "Expertise level",
                                                                                            "type": "taxonomy",
                                                                                            "value": [],
                                                                                            "taxonomyGroup": "expertise_level"
                                                                                          },
                                                                                          "labels": {
                                                                                            "name": "Labels",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Connection",
                                                                                                "codename": "connection"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 2D",
                                                                                                "codename": "detail"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member",
                                                                                                "codename": "member"
                                                                                              },
                                                                                              {
                                                                                                "name": "Checkbot",
                                                                                                "codename": "checkbot"
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                                                                                              {
                                                                                                "name": "Viewer",
                                                                                                "codename": "viewer"
                                                                                              },
                                                                                              {
                                                                                                "name": "RCS",
                                                                                                "codename": "rcs"
                                                                                              },
                                                                                              {
                                                                                                "name": "IDEA Open Model (API)",
                                                                                                "codename": "idea_open_model__api_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AISC (USA)",
                                                                                                "codename": "aisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "EN (Eurocode)",
                                                                                                "codename": "eurocode"
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                                                                                              {
                                                                                                "name": "BIM link",
                                                                                                "codename": "bim_links"
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                                                                                              {
                                                                                                "name": "Beam",
                                                                                                "codename": "beam"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.0",
                                                                                                "codename": "n23_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.1",
                                                                                                "codename": "n23_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.0",
                                                                                                "codename": "n24_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 3D",
                                                                                                "codename": "detail_3d"
                                                                                              },
                                                                                              {
                                                                                                "name": "ACI (USA)",
                                                                                                "codename": "aci__usa_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AS (Australia)",
                                                                                                "codename": "au"
                                                                                              },
                                                                                              {
                                                                                                "name": "CSA (Canada)",
                                                                                                "codename": "cisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "IS (India)",
                                                                                                "codename": "is__india_"
                                                                                              },
                                                                                              {
                                                                                                "name": "GB (China)",
                                                                                                "codename": "gb__china_"
                                                                                              },
                                                                                              {
                                                                                                "name": "HKG (Hong Kong)",
                                                                                                "codename": "hkg__hong_kong_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SIA (Switzerland)",
                                                                                                "codename": "sia__switzerland_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SP 16 (Russia)",
                                                                                                "codename": "sp_16__russia_"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.1",
                                                                                                "codename": "v24_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v25.0",
                                                                                                "codename": "v25_0"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "labels"
                                                                                          },
                                                                                          "linked_items": {
                                                                                            "name": "Linked items",
                                                                                            "type": "modular_content",
                                                                                            "value": [
                                                                                              "landing_page___downloads",
                                                                                              "plugins"
                                                                                            ],
                                                                                            "linkedItems": [
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                                                                                                "elements": {
                                                                                                  "title": {
                                                                                                    "name": "Main headline (H1)",
                                                                                                    "type": "text",
                                                                                                    "value": "À télécharger"
                                                                                                  },
                                                                                                  "subtitle": {
                                                                                                    "name": "Subtitle",
                                                                                                    "type": "text",
                                                                                                    "value": "Configurations d'installations, plug-ins des tierces parties, licences"
                                                                                                  },
                                                                                                  "breadcrumbs_page_title": {
                                                                                                    "name": "Breadcrumbs page title",
                                                                                                    "type": "text",
                                                                                                    "value": ""
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                                                                                                  "breadcrumbs_parent": {
                                                                                                    "name": "Breadcrumbs parent",
                                                                                                    "type": "modular_content",
                                                                                                    "value": [],
                                                                                                    "linkedItems": []
                                                                                                  },
                                                                                                  "content": {
                                                                                                    "images": [],
                                                                                                    "linkedItemCodenames": [
                                                                                                      "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                      "f064ba16_9b5f_0122_df0f_5857eedd6aae",
                                                                                                      "untitled_content_item_ce63361",
                                                                                                      "test___collapsible_widget",
                                                                                                      "untitled_content_item_625f73c",
                                                                                                      "untitled_content_item_f3cd022"
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                                                                                                    "linkedItems": [
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Version actuelle"
                                                                                                          },
                                                                                                          "styles": {
                                                                                                            "name": "Block style",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": [
                                                                                                              {
                                                                                                                "name": "default (single download block)",
                                                                                                                "codename": "single"
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                                                                                                          },
                                                                                                          "content_top": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Description before",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "download_blocks": {
                                                                                                            "name": "Download blocks",
                                                                                                            "type": "modular_content",
                                                                                                            "value": [
                                                                                                              "untitled_content_item_8de7457"
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                                                                                                          "content_bottom": {
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                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [
                                                                                                              {
                                                                                                                "codename": "n25_1_highlights",
                                                                                                                "linkId": "e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9",
                                                                                                                "urlSlug": "points-saillants-de-la-version-25-1-d-idea-statica",
                                                                                                                "type": "landing_page"
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                                                                                                              {
                                                                                                                "codename": "system_requirements_for_idea_statica",
                                                                                                                "linkId": "1a877e3a-ce1d-4127-8857-da4bcd33ee9c",
                                                                                                                "urlSlug": "system-requirements-for-idea-statica",
                                                                                                                "type": "support_center_article"
                                                                                                              }
                                                                                                            ],
                                                                                                            "name": "Description after",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p>Pour les utilisateurs de liens BIM pour l'application Beam, la version recommandée est <a href=\"https://download.ideastatica.com/previous/ideastatica_24.1.2.1520.msi\" title=\"24.1.2.1520\">24.1.2.1520</a>.</p>\n<p>Lisez les <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">notes de version</a> pour voir toutes les nouvelles fonctionnalités et améliorations.</p>\n<p>Veuillez noter les <a data-item-id=\"1a877e3a-ce1d-4127-8857-da4bcd33ee9c\" href=\"\">Exigences du système pour l'installation d'IDEA StatiCa</a>.&nbsp;</p>"
                                                                                                          },
                                                                                                          "visibleinregion": {
                                                                                                            "name": "VisibleInRegion",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
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                                                                                                            "type": "taxonomy",
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                                                                                                            "taxonomyGroup": "region"
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                                                                                                          "translation__translation_connector": {
                                                                                                            "name": "Translation Connector",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "languages"
                                                                                                          },
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                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "translation__last_translation": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Last translation",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "translation__ai_translated": {
                                                                                                            "name": "AI translated",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          }
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                                                                                                          "codename": "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                          "collection": "default",
                                                                                                          "id": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "language": "fr-FR",
                                                                                                          "lastModified": "2025-12-05T15:35:12.7398361Z",
                                                                                                          "name": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "sitemapLocations": [],
                                                                                                          "type": "widget_downloads_list",
                                                                                                          "workflowStep": null,
                                                                                                          "workflow": null
                                                                                                        }
                                                                                                      },
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Versions précédentes"
                                                                                                          },
                                                                                                          "styles": {
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                                                                                                          },
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                                                                                                            "type": "taxonomy",
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                                                                                                            "taxonomyGroup": "region"
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                                                                                                            "name": "Translation Connector",
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                                                                                                            "taxonomyGroup": "languages"
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                                                                                                            "value": "<p><br></p>"
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                                                                                                          "name": "f064ba16-9b5f-0122-df0f-5857eedd6aae",
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                                                                                      "[Circular Reference]"
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                                                            "value": "<h2>Points principaux de la version 24.1</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8ab1ba7b_43b7_0196_2c06_f17ee13c51f7\"></object>\n<h2>Conception en béton</h2>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail est vérifié</strong></a> et prêt pour la conception des <strong>ancrages en 3D </strong>considérant le <strong>ferraillage réel</strong>, ce qui résout le problème des tiges près de bords de béton.</li>\n  <li>La nouvelle analyse de <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>déversement</strong></a> dans l'application <strong>Beam</strong> et des <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>combinaisons ELS</strong></a> dans Detail <strong>pour la conception des éléments préfabriqués</strong>.</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Modèles pour 2D Detail</strong></a>&nbsp;prêts à utiliser vous aident à démarrer avec le processus de modélisation en quelques secondes.</li>\n</ul>\n<h2>Conception d'assemblages en acier</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Modèles paramétriques</strong></a><strong> </strong>pour des assemblages en acier typiques ou répétitifs. La série IDEA comprend 50 modèles et vous pouvez en créer d'autres vous-même.</li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\"><strong>Accélération de l'application Connection</strong></a> avec le démarrage plus court, réponses plus rapides dans le menu Backstage et <strong>optimisation </strong>de la présentation des résultats et <strong>de l'usage de mémoire </strong>pour les grands projets.</li>\n  <li><strong>Améliorations de l'interface utilisateur - </strong><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion d'élément du projet et matériau</a><strong>, </strong><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">outil de mesure</a>, <a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">sélection/édition multiple</a> et <a data-item-id=\"d0b73776-87a3-52b5-8aca-6fae3f08b94e\" href=\"\">importation des platines de DXF</a>.</li>\n  <li><strong>Améliorations d'Eurocode </strong>comprennent la <a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">sélection de norme automatique entre 1993-1-8 et 1992-4</a>. <strong>Canada et Australie</strong> peuvent profiter de l'offre des <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#PJP-welds-for-CSA-and-AS\">soudures à pénétration partielle</a>, <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Update-of-cross-section-and-material-databases\">base de données des formes actualisée de AISC v16.0</a> et <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#material-defaults-aisc-as\">paramétrage des matériaux par défaut</a>.</li>\n  <li>Les<strong> </strong><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\"><strong>capacités de Viewer</strong></a><strong> </strong>ont été renforcées pour la coopération en équipe par le partage des modèles avec les <strong>liens URL </strong>et <strong>gestion des liens. </strong>On a ajouté<strong> </strong>des <a href=\"https://www.ideastatica.com/support-center/the-ui-of-the-idea-statica-viewer-tool#The-right-Property-panel\">informations de modèle supplémentaires</a> - types et tailles de soudures, type de modèle, axes d'articulation, coordonnées spatiales des assemblages.</li>\n  <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Bibliothèque des assemblages</strong></a><strong> </strong>propose des conceptions précisément pour des modèles spécifiques dans le Viewer.</li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li>Le <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\"><strong>plug-in Hilti PROFIS</strong></a> permet aux 200k+ utilisateurs actuels de Hilti d'exporter des charges, matériaux et sections depuis leur application MEF vers Hilti PROFIS Engineering via Checkbot.</li>\n  <li>Conceptions des assemblages sont applicables aux <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\"><strong>groupes de nœuds dans Checkbot</strong></a>&nbsp;créés automatiquement selon la géométrie et section transversale ou définis par l'utilisateur.&nbsp;</li>\n  <li>La <a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>vitesse de l'application a augmenté</strong></a><strong> </strong>par 60% et elle ouvre des projets avec jusqu'à 1000&nbsp;nœuds en quelques secondes.</li>\n  <li>Capacités d'exportation agrandies par l'<a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\"><strong>exportation IFC</strong></a><strong> </strong>pour des fichiers simples ou à plusieurs assemblages.</li>\n  <li>Vérifiez la compatibilité de votre logiciel dans la liste des <a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\"><strong>versions autorisées dans 24.1</strong></a><strong>.</strong></li>\n</ul>\n<h2>Usage et licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\"><strong>Nouveau paramétrage de projet</strong></a> avec exportation et partage et la possibilité d'adapter aux annexes nationales.</li>\n  <li>Type de licence <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Authentification unique (SSO)</strong></a> est disponible pour tous les clients Enterprise.</li>\n  <li>Les administrateurs de licence peuvent regarder les<strong> </strong><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\"><strong>rapports mensuels d'usage</strong></a><strong> </strong>des applications IDEA StatiCa.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e43d5746_5275_01bb_848f_37021cb2508a\"></object>"
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                                                            "value": "<p>L'ancrage dans un bloc de béton simple peut être modélisé et vérifié dans IDEA StatiCa Connection. Parfois, il peut être utile ou nécessaire d'ajouter du ferraillage au bloc de béton. Bien que cette capacité ne soit pas disponible dans l'application Connection, nous avons 3D Detail. 3D Detail se concentre sur la résolution des ancrages dans les blocs de béton et sur l'analyse des éléments d'ancrage et du bloc de béton lui-même. De plus, un lien direct est mis en place entre les applications Connection et Detail pour simplifier le processus.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Les utilisateurs de Connection qui conçoivent des <strong>ancrages selon l'Eurocode</strong> peuvent <strong>importer leur modèle de Connection vers l'application avancée 3D Detail en cliquant sur un seul bouton</strong>.</p>\n<h3>Comment ça fonctionne ?</h3>\n<ul>\n  <li>L'importation n'est autorisée que pour les ancrages. S'il n'y a pas de bloc de béton dans le modèle Connection, l'exportation vers Detail est désactivée («&nbsp;Vérification de béton armé&nbsp;»).</li>\n  <li>Il faut calculer le modèle dans Connection. Si les résultats ne sont pas disponibles, l'icône d'exportation («&nbsp;Vérification de béton armé&nbsp;») est désactivée.</li>\n  <li>Un seul bloc de béton est autorisé pour l'importation/exportation.</li>\n</ul>\n<p>Pour une liste complète des limitations et des explications complémentaires, voir l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail.</a></p>\n<h3>L'attache est importée, y compris</h3>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection :</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">par adhérence</a> / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h3>Comment exporter l'ancrage de Connection vers Detail</h3>\n<p>Tout d'abord, créez un modèle d'ancrage dans Connection selon l'Eurocode et cliquez sur le bouton Calculer.</p>\n<p>Lorsque les résultats existent, l'exportation des semelles est activée. En cliquant sur le bouton «&nbsp;<strong>Vérification de béton armé</strong>&nbsp;» au ruban, une boîte de dialogue demandant l'emplacement et le nom du fichier Detail nouvellement créé apparaît.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>Après une exportation réussie, le projet dans Detail est créé. La géométrie du bloc de béton et du pied de poteau, la position et les attributs des tiges et la charge sont automatiquement transférées vers Detail. L'appui superficiel situé sur la surface inférieure du bloc de béton est automatiquement créé.</p>\n<p>La partie la plus délicate de ce processus est l'importation de la charge. Pour chaque effet de charge calculé dans Connection, le cas de charge et la combinaison ELU correspondants&nbsp;sont automatiquement créés dans Detail.</p>\n<ul>\n  <li>Le pied de poteau est chargé par des <strong>efforts dans les soudures</strong> qui sont modélisés comme un <strong>groupe d'efforts. </strong>Pour le chargement du pied de poteau lui-même, le chargement importé est représenté par un groupe d'efforts selon les contraintes dans les soudures entre le pied de poteau et les éléments en acier dans le modèle Connection.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n  <li>Les tiges sont modélisées et chargées indépendamment du pied de poteau et elles sont chargées axialement par des charges ponctuelles. Le chargement des tiges est représenté dans la scène par deux flèches dans les directions opposées. Une flèche représente l'effort de traction agissant uniquement sur la partie supérieure de la tige. L'autre représente l'effort de compression agissant sur le pied de poteau.</li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>La case à cocher «&nbsp;Transfert des efforts axiaux&nbsp;» est décochée par défaut parce que les tiges sont chargées par les efforts directement.</p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n  <li>Le cisaillement est transféré selon le paramétrage dans Connection par l'une des options suivantes – tiges, bêches ou frottement. Si l'effort de cisaillement est transféré par des tiges, vous pouvez désactiver des tiges spécifiques en décochant la case «&nbsp;Transfert de cisaillement&nbsp;». Si le frottement ou les bêches sont sélectionnées, le cisaillement dans les tiges n'est jamais pris en compte dans le modèle.</li>\n</ul>\n<p>Il ne reste qu'à ajouter le ferraillage et calculer le modèle.</p>\n<p>Vous trouverez plus d'informations générales sur Detail comme solution pour votre ancrage dans l'article <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail hors de Bêta</a>.</p>\n<p><em>Note : Les vérifications de norme dans 3D Detail ne sont disponibles actuellement que pour l'Eurocode (EN).</em></p>\n<p>Publié dans IDEA StatiCa version 24.1.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                    "value": "<p>En pratique, l'<strong>analogie des fermes (S&amp;T)</strong> et des méthodes des <strong>champs de contrainte</strong> sont couramment utilisées pour concevoir les régions de discontinuité dans les structures en béton armé et précontraint. La <strong>méthode des champs de contrainte compatibles (CSFM)</strong> a été développée en étendant ces théories classiques, ce qui permet un haut degré d'automatisation et est cohérent avec la norme de conception. Malgré sa simplicité, la méthode fournit une description très réaliste de la réaction d'une structure en béton à la fois dans l'état limite ultime (ELU) et état limite de service (ELS). La CSFM est mise en œuvre dans <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">IDEA StatiCa Detail</a>.</p>\n<figure data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fd8d041-20d1-40a8-9a71-eb9cdce27155/7.png\" data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" alt=\"\"></figure>\n<p><em>Image 1 a) Voile avec ouvertures b) Voile de cisaillement c) Poutre avec extrémités réduites et ouvertures d) Pile de pont e) Diaphragme de pont</em></p>\n<p>Les procédures standard de conception des sections transversales des structures en béton peuvent être utilisées dans les zones où l'hypothèse de Navier-Bernoulli de distribution des déformations au plan s'applique (région B). Les endroits où cette hypothèse ne s'applique pas sont appelés <strong>régions de discontinuité (régions D)</strong>. Il s'agit des parties des structures où apparaissent des charges concentrées ou où il y a un changement soudain de la section transversale tel qu'extrémités réduites (Image 1c), poutres voiles, voiles avec des ouvertures (Image 1a, 1b), consoles ou têtes de pieux. Dans le domaine de l'ingénierie des ponts, il s'agit par exemple des têtes de piliers (Image 1d), diaphragmes (Image 1e), déviateurs, etc.</p>\n<h2>1. Analogie des fermes</h2>\n<p>L'hypothèse de base lors de la définition d'un modèle d'analogie des fermes est que la résistance à la traction du béton est négligée. Une simple analogie des fermes consiste en des éléments agissant en compression et en traction, représentant le comportement ELU. En général, il ne s'agit pas d'un problème complexe et la définition d'une analogie des fermes de base (Image 2a) ne devrait pas poser de problème à un ingénieur expérimenté. Cependant, même pour cette tâche élémentaire, l'évaluation correcte du modèle conformément à la norme de conception peut être un processus fastidieux, manuel et itératif.</p>\n<figure data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aecb55f-dac0-47db-a25c-48082e5e70c4/Untitled%20design.png\" data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" alt=\"\"></figure>\n<p><em>Image 2 a) Analogie des fermes, option 1 b) Analogie des fermes, option 2 c) Analogie des fermes, option 3</em></p>\n<p>Il faut évaluer les tiges, zones nodales et déformations transversales&nbsp;en traction dans les entretoises. Si le modèle ne satisfait pas la vérification, il faut ajuster la géométrie de l'analogie ou en créer une autre (Image 2b, 2c). Cela conduit souvent les ingénieurs en structure à ne choisir la géométrie de l'analogie des fermes qu'une seule fois&nbsp;et à n'évaluer que le ferraillage, ce qui peut causer une erreur substantielle. Cela peut conduire à une erreur substantielle. Le choix du modèle est toujours une question d'expérience. Pour des détails structurels plus complexes, le choix d'une analogie des fermes qui correspondra suffisamment au comportement réel de la structure peut ne pas être aussi facile que dans le cas ci-dessus. Par ailleurs, l'analogie des fermes ne permet de concevoir que des états limites ultimes. Elle ne permet pas la conception des <strong>états limites de service (déformation, fissuration)</strong> qui sont des critères critiques, en particulier dans les structures d'importance significative, car ils ont un impact direct sur la durée de vie de la structure.</p>\n<h2>2. Méthode des champs de contrainte compatibles – CSFM</h2>\n<p>La CSFM est une <strong>méthode non linéaire</strong> moderne pour l'analyse des régions D et des éléments dont le comportement peut être simplifié à une contrainte au plan, c'est-à-dire un modèle 2D. Cependant, elle repose toujours sur une hypothèse fondamentale et sûre des normes : <strong>le béton n'agit pas en traction</strong> et toute traction doit être transférée par le ferraillage. La méthode des champs de contrainte compatibles (CSFM) est une évolution des méthodes d'analogie des fermes et des champs de contrainte, supprimant leurs principaux inconvénients mentionnés ci-dessus : incertitudes dans la sélection du modèle, difficulté d'automatisation et incapacité à évaluer les états limites de service.</p>\n<figure data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e760312-8401-44c8-aae1-020b514876fb/2.png\" data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" alt=\"\"></figure>\n<p><em>Image 3 a) Déformation simple b) Contrainte principale c) CSFM</em></p>\n<p>Le principe de la CSFM peut être expliqué sur la <strong>contrainte simple </strong>de l'élément de base au plan d'une structure en béton armé. La figure 3a montre l'élément 2D de base en contrainte simple tel que nous le connaissons de tous les manuels sur l'élasticité et la résistance. Il s'agit de la contrainte en un point de la structure, obtenue par exemple par une analyse d'élasticité linéaire à l'aide de la méthode des éléments finis (MEF). L'élément est soumis à une contrainte normale horizontale σ<sub>x</sub>, une contrainte normale verticale σ<sub>z</sub> et une contrainte de cisaillement τ<sub>xz</sub>. À partir de ces contraintes, on peut déterminer les<strong> contraintes</strong> <strong>principales</strong> et leur direction définie par l'angle θ (Image 3b). L'élément est alors soumis à la contrainte de traction principale σ<sub>1</sub> et à la contrainte de compression principale σ<sub>2</sub>.</p>\n<p>Comment sera la déformation du même élément analysé par CSFM ? La déformation est illustrée à l'image 3c. Le béton en compression apparaît dans la direction de la contrainte de compression principale σ<sub>2</sub>. Un champ de contrainte avec une contrainte σ<sub>c2</sub> est généré. Comme mentionné ci-dessus, l'hypothèse de base est que le béton n'agit pas en traction. Par conséquent, la contrainte de traction principale transversale σ<sub>1</sub> ne sera pas transférée par le béton et une fissure apparaîtra perpendiculairement à cette direction. La contrainte σ<sub>c1r</sub> doit donc être zéro. Pour éviter la rupture de notre élément 2D, toutes les contraintes de traction doivent être transférées par le ferraillage (en bleu sur l'image 3c), qui doit faire partie du modèle de calcul.</p>\n<p>Si cette analyse de contrainte est effectuée à l'aide de CSFM de<strong> manière continue sur l'ensemble de la région 2D</strong> à résoudre, le résultat est un champ de compression continu dans le béton ainsi que les contraintes de traction et de compression dans le ferraillage. L'image 4 est une représentation graphique simplifiée du champ de contrainte CSFM. Outre les taux d'utilisation de béton et ferraillage, l'image indique également les directions variables des contraintes calculées σ<sub>c2</sub> le long des régions.</p>\n<figure data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc56c80f-67f3-481d-a2c8-26dacc258bb2/csfm%20explained%20%281%29.png\" data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" alt=\"\"></figure>\n<p><em>Image 4 Résultats globaux de IDEA StatiCa Detail</em></p>\n<p>L'analyse d'un détail ou d'une structure à l'aide de <strong>CSFM est basée sur la méthode des éléments finis</strong>. Le béton est modélisé avec des éléments de voile 2D et le ferraillage avec des éléments 1D (Image 7). L'analyse n'est pas effectuée en une seule étape puisqu'il s'agit d'un problème non linéaire. Les charges sont appliquées par incréments au cours du calcul et la solution du système d'équations non linéaires est trouvée à l'aide de la <strong>méthode de Newton-Raphson</strong>.</p>\n<p>Les fissures fictives (ε<sub>1</sub> étant la valeur moyenne) sont «&nbsp;formées&nbsp;» perpendiculairement à la direction des contraintes principales qui peut changer au cours du calcul non linéaire car l'élément «&nbsp;est fissuré progressivement&nbsp;» à chaque incrément de charge. En résumé, on considère une fissure rotative fictive sans contrainte.</p>\n<p>Le résultat de la solution MEF utilisant CSFM est un champ de contrainte compatible (c'est-à-dire que le béton ne se décompose pas en éléments individuels agissant indépendamment dans le modèle) et l'état de déformation qui sont continus dans l'ensemble du domaine 2D en cours de résolution. Il s'agit d'un avantage majeur par rapport aux approches classiques d'analogie des fermes qui permet d'automatiser et affiner le modèle de calcul comme décrit dans les paragraphes suivants.</p>\n<figure data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40e41bf7-4a81-4245-bd1b-843963c104e8/3.png\" data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" alt=\"\"></figure>\n<p><em>Image 5 Principe du ramollissement du béton</em></p>\n<p>La formulation simple de CSFM permet d'utiliser le diagramme standard de contrainte-déformation uniaxial parabolique-rectangulaire pour le béton en compression conformément à la norme. Comme on le sait, la résistance à la compression du béton diminue lorsque le béton est endommagé par des fissures transversales (Image 5). Cet effet dit <strong>ramollissement par compression </strong>est inclus dans la méthode en prenant automatiquement en compte la résistance effective à la compression du béton.</p>\n<p>Le coefficient de réduction k<sub>c</sub> est déterminé en fonction du niveau des déformations transversales par traction ε<sub>1</sub> et le diagramme de contrainte-déformation du béton est ajusté (Image 5). Puisqu'on connait le champ des déformations dans l'ensemble de la structure, la résistance effective à la compression du béton peut être calculée automatiquement dans les sections individuelles selon le niveau local des déformations transversales par traction ε<sub>1</sub>.</p>\n<figure data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51628156-5014-4501-8f28-9f3b93783840/1.png\" data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" alt=\"\"></figure>\n<p><em>Image 6 Principe de raidissement par traction</em></p>\n<p>En outre, CSFM prend en compte l'<strong>effet de raidissement</strong> du béton en traction entre les fissures sur le ferraillage, appelé raidissement par traction. Dans le modèle de calcul, le degré de ferraillage moyen ε<sub>m</sub> est utilisé. Le diagramme de contrainte-déformation du ferraillage est alors modifié (Image 6). Cela permet une représentation réaliste de la rigidité de la structure en béton armé endommagée par des fissures. Cependant, il est toujours vrai que la résistance à la traction du béton ne contribue pas à la capacité ultime. La contrainte maximale dans le ferraillage σ<sub>sr</sub> dans les fissures est essentielle pour la conception (Image 6).</p>\n<p>CSFM utilise des modèles de matériaux uniaxiaux communs (diagrammes de contrainte-déformation) définis dans les <strong>normes de conception</strong>. L'approche standard, la méthode des coefficients partiels de sécurité, est ensuite utilisée pour évaluer l'ELU. La simplicité de la méthode la rend adaptée à la pratique de l'ingénierie et est cohérente avec les normes de conception.</p>\n<p>Même s'il s'agit d'une analyse MEF non linéaire, l'ingénieur en structure n'a pas besoin de saisir des attributs supplémentaires des matériaux et des caractéristiques du béton au calcul qui peuvent même ne pas être disponibles lors de la conception et qui sont nécessaires, par exemple, pour les analyses MEF non linéaires basées sur la mécanique de la rupture. Comme indiqué précédemment, l'un des principaux avantages de l'analyse CSFM, outre les états limites ultimes, est la capacité d'évaluer les <strong>états limites de service : flèche, limites de contrainte et, en particulier, ouverture des fissures</strong>.</p>\n<figure data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8fd3f66a-63b9-4aba-bb10-9e12889ed7d4/Finite%20element%20model.png\" data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" alt=\"\"></figure>\n<p><em>Image 7 Exemple de représentation d'un modèle d'éléments finis dans IDEA StatiCa Detail</em></p>\n<p>(Image 7) Le modèle MEF dans CSFM est composé de plusieurs types d'éléments finis :</p>\n<ul>\n  <li>Élément 1D avec rigidité axiale pour le ferraillage</li>\n  <li>Élément 2D isoparamétrique pour le béton</li>\n  <li>Ressorts pour le modèle d'ancrage du ferraillage avec extrémité traitée</li>\n  <li>Élément 2D spécial pour modéliser la cohésion entre le ferraillage et le béton</li>\n  <li>Contraintes rigides et interpolantes (contraintes multipoints, MPC) entre les éléments de cohésion et le béton</li>\n</ul>\n<p>Si le ferraillage conçu empêche la rupture fragile de l'élément, il a été démontré que la méthode CSFM donne de très bonnes prédictions de la réponse et de la capacité ultime de la structure malgré la simplicité de la formulation. Autrement dit, la méthode n'est pas adaptée, par exemple, à la conception de poutres sans ferraillage de cisaillement transversal qui présentent un potentiel de comportement fragile. Les <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">vérifications</a> de la méthode, y compris des expériences, sont données dans [1]. Une description plus détaillée de la méthode dépasse le cadre du présent document et peut également être trouvée dans la <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Base théorique</a>.</p>\n<p>Il est clair que les principes de la méthode CSFM sont généraux et son application n'est donc pas limitée aux régions de discontinuité, mais peut être utilisée pour modéliser des éléments entiers, par exemple des poutrelles préfabriquées, et lorsque l'élément peut être simplifié en un modèle 2D au plan. La méthode et sa mise en œuvre dans le logiciel (IDEA StatiCa Detail) ont également été développées avec la possibilité de saisir le <strong>ferraillage précontraint et post-contraint</strong>.</p>\n<h2>3. Exemple de conception d'une tête de pilier</h2>\n<p>L'application pratique de CSFM est illustrée par la conception de tête de pilier de pont à l'image 8. Il s'agit du deuxième pilier d'un pont continu avec trois travées de 30,0 m, 42,0 m et 30,0 m. La tête du pilier en béton armé est conçue en béton C40/50 et son épaisseur (dans la direction longitudinale du pont) est 2,0 m.</p>\n<figure data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7bd9ebbf-5d30-448a-93e2-c89641d05677/4.png\" data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" alt=\"\"></figure>\n<p><em>Image 8 Tête de pilier : a) Conception sommaire ; b) Contrainte de compression dans le béton en ELU ; c) Contrainte de traction dans le ferraillage en ELU ; d) Ouverture des fissures en ELS</em></p>\n<p>Au sommet de la tête de pilier, une poutre transversale avec le ferraillage B500 20xϕ28+20xϕ25 – les quatre couches supérieures – a été conçue tout d'abord. L'image 8a montre une conception sommaire à l'état limite ultime, indiquant les contraintes de compression dans le béton, les directions des contraintes de compression et les contraintes dans le ferraillage. La distribution plus détaillée des contraintes dans le béton et ferraillage est ensuite documentée dans les images 8b et 8c. Le ferraillage transversal se trouve juste en dessous de la limite d'élasticité et les contraintes dans le béton (et les déformations relatives) sont satisfaisantes à l'ELU. Cependant, le résultat du calcul de l'ouverture des fissures (image 8d) montre que la conception ne satisfait pas à l'<strong>ELS&nbsp;</strong>: w<sub>max</sub> = 0,36 mm &gt; w<sub>lim</sub> = 0,3 mm. <strong>Pour respecter l'ouverture des fissures limite, il est nécessaire d'augmenter le ferraillage </strong>de la poutre transversale à 20xϕ32+20xϕ28. Dans le cas de w<sub>lim</sub> = 0,2 mm (par exemple pour un pilier près d'une route générant une projection des sels, niveau d'influence environnementale XF2), le ferraillage de la poutre transversale devrait être augmentée encore plus à 24xϕ32+24xϕ28.</p>\n<h2>Conclusion</h2>\n<p>CSFM convient à la pratique de l'ingénierie parce que la méthode utilise des <strong>modèles de matériaux simples définis dans la norme de conception</strong>. En plus des états limites ultimes, elle permet également de concevoir les états limites de service dont l'évaluation était auparavant difficile à imaginer en utilisant l'analogie des fermes. En introduisant la méthode dans <strong>IDEA StatiCa Detail</strong>, il est alors possible de capturer de manière réaliste la réponse de la structure et de concevoir et évaluer les régions de discontinuité et les assemblages plus importants de manière efficace et sûre.</p>\n<p>La CSFM a été développée principalement grâce au travail du professeur Walter Kaufmann, directeur de l'ingénierie structurelle de l'École polytechnique fédérale de Zurich (EPFZ). Lui et son équipe ont également <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">vérifié la méthode et sa mise en œuvre logicielle</a>.</p>\n<h2>Littérature</h2>\n<p>[1] KAUFMANN, Walter, et al : Compatible stress field design of structural concrete, ETH Zurich, 2020, ISBN 978-3-906916-95-8,</p>\n<p>[2] KAUFMANN, W., MARTI, P. : Structural Concrete : Cracked Membrane Model. Journal of Structural Engineering 124 (12) : 1467-75, 1998 https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467)</p>\n<p>[3] KRAUS, M., M. WEBER, W. KAUFMANN, W, BOBEK, L. : Numerical analysis of experimentally tested frame corners with opening moments using the Compatible Stress Field Method (CSFM). In : Computational Modelling of Concrete and Concrete Structures, pp. 694-03. CRC Press, 2022 <a href=\"https://doi.org/10.1201/9781003316404\">https://doi.org/10.1201/9781003316404</a></p>\n<h2>Auteur de l'article</h2>\n<p>Ing. Pavel Kaláb, PhD.</p>\n<p>IDEA StatiCa s.r.o.</p>"
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                                                                    "value": "<p>Dans IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, les utilisateurs ont la possibilité de créer des modèles d'assemblage en utilisant des paramètres (relations définies entre des entités individuelles). La conception paramétrique permet aux utilisateurs de concevoir des assemblages standardisées de manière efficace - <strong>lisez comment travailler avec les paramètres</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">dans cet article.</a></p>\n<p>L'intégration de <strong>modèles paramétriques</strong> dans <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offre une approche transformationnelle des flux de travail des concepteurs d'assemblage. <strong>Elle permet aux utilisateurs de créer et d'utiliser une collection universelle de modèles qui peuvent être facilement personnalisés et déployés dans différents contextes de conception.</strong></p>\n<h2>Comment cela fonctionne-t-il ?</h2>\n<p>L'utilisateur peut télécharger lassemblage créé vers son entreprise ou son ensemble personnel, comme pour n'importe quelle conception, et il peut même le faire <strong>avec les paramètres définis</strong>. Une fois que la même géométrie est présente dans le projet et que la solution peut être répétée, l'utilisateur peut appliquer cette conception préparée à l'avance (modèle) avec tous les paramètres.</p>\n<figure data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0a53fd0-929f-4053-9c8c-37b522604485/parametric_template_3.png\" data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" alt=\"\"></figure>\n<p>En outre, après avoir proposé le modèle, il est possible de <strong>modifier les paramètres directement</strong> <strong>dans la fenêtre de conception principale</strong> et il n'est pas nécessaire de passer en mode développeur. Cet environnement convivial permet aux utilisateurs moins expérimentés de travailler avec des paramètres prédéfinis en toute sécurité selon les préréglages des concepteurs seniors.</p>\n<figure data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21f4f5f7-4808-4e52-ad70-4c7446950a47/parametric_template_5.png\" data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" alt=\"\"></figure>\n<p>L'optimisation ultérieure est très simple, car il est possible d'éviter de modifier chaque entité une par une lors de l'utilisation des opérations.</p>\n<p>En modifiant un paramètre, <strong>plusieurs étapes</strong> peuvent être réalisées en même temps. Par exemple, lorsque l'on modifie la largeur de l'élargisseur, ce n'est pas seulement l'élargisseur lui-même qui est affecté, mais aussi toutes les soudures associées et l'emplacement du raidisseur :</p>\n<figure data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a920b12e-d9f6-4545-9616-2b4e45b7c256/parametric_template_4.png\" data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" alt=\"\"></figure>\n<p>Les modifications verrouillées dans la liste des propriétés de certaines opérations de fabrication sont désactivées dans de tels cas. Cependant, si l'utilisateur le souhaite, il peut casser les paramètres à l'aide du bouton<strong>\"exploser</strong>\" et continuer à modifier les opérations.</p>\n<p>Les modèles auxquels les paramètres sont liés sont marqués d'un {p} minuscule. Plusieurs modèles paramétriques ont déjà été préparés et mis à disposition dans le <strong>jeu de modèles prédéfinis par l'équipe IDEA StatiCa</strong>.</p>\n<figure data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f541105-3c13-4356-9547-4495dfdbfdce/parametric_template_1.png\" data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" alt=\"\"></figure>\n<h2>Quels sont les avantages des modèles paramétriques ?</h2>\n<ul>\n  <li><strong>Modèles universels</strong>: Les concepteurs peuvent accéder à une large collection de modèles paramétriques à partir de Connection Library. Ces modèles sont conçus pour être universellement applicables et constituent une base solide pour un large éventail de projets.</li>\n  <li><strong>Personnalisation paramétrique</strong>: Grâce à l'onglet Développeur, les utilisateurs peuvent définir des paramètres spécifiques pour chaque modèle, ce qui permet un haut degré de personnalisation et de flexibilité dans la conception.</li>\n  <li><strong>Identification des modèles</strong>: Les modèles paramétriques sont facilement identifiables par le symbole {p}, ce qui permet aux utilisateurs de les reconnaître et de les sélectionner rapidement pour leurs projets.</li>\n  <li><strong>Filtrage amélioré de la bibliothèque</strong>: Le filtre de la fenêtre de proposition de Connection Library permet aux utilisateurs de trouver efficacement des modèles paramétriques parmi l'offre étendue de la bibliothèque.</li>\n  <li><strong>Contrôle de la publication</strong>: Lorsqu'un assemblage contient des paramètres, les concepteurs ont la possibilité de publier ces modèles paramétriques dans Connection Library. Cette fonctionnalité permet de partager des modèles personnalisés avec l'ensemble de la communauté des utilisateurs ou de les garder confidentiels pour un usage individuel ou interne.</li>\n</ul>\n<h2>Impact sur le flux de travail</h2>\n<p>L'inclusion de modèles paramétriques dans Connection Library représente une avancée significative dans le processus de conception pour les concepteurs d'assemblage. Cette fonctionnalité simplifie le processus de conception en fournissant :</p>\n<ul>\n  <li><strong>Efficacité</strong>: L'utilisation de modèles accélère la phase de conception, ce qui permet des itérations et des modifications plus rapides.</li>\n  <li><strong>Cohérence</strong>: Les modèles paramétriques garantissent la cohérence de la conception d'un projet à l'autre, ce qui est essentiel pour maintenir les normes et la qualité.</li>\n  <li><strong>Collaboration</strong>: La possibilité de partager des modèles personnalisés améliore la collaboration entre les équipes et avec l'ensemble de la communauté des concepteurs.</li>\n  <li><strong>Personnalisation</strong>: Les concepteurs peuvent adapter les modèles aux exigences spécifiques d'un projet, ce qui améliore la précision et l'efficacité de la conception.</li>\n</ul>\n<p><em>Disponible dans le </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>patch 23.1.5 d'IDEA StatiCa</em></a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n698fc8a8_25b1_016d_9bfc_52f86a474d95\"></object>\n<h2>Jeux de contrôle par défaut dans les opérations</h2>\n<p>La conception d'un assemblage par paramètres consiste à définir des paramètres uniques spécifiques à chaque type d'assemblage d'une part. D'autre part, il y a des paramètres qui sont utilisés presque toujours en raison des pratiques d'ingénierie courantes, telles qu'un ensemble de soudures, de fixations et de matériaux.</p>\n<p>Pour simplifier la création de modèles paramétriques et accéder à ces paramètres à tout moment, nous incluons ces contrôles en tant qu'ensembles par défaut dans la racine de l'opération.</p>\n<p>Lorsque vous sélectionnez Opérations, les paramètres suivants sont disponibles par défaut :</p>\n<ul>\n  <li>Réglage de la soudure : <strong>Méthode de dimensionnement</strong> et <strong>matériau de</strong> la soudure (24.0.5)</li>\n  <li>Paramètres du boulon : <strong>Type</strong>, <strong>plan de cisaillement dans le filetage</strong> et <strong>transfert de l'effort de cisaillement</strong> (24.1.0)</li>\n  <li>Paramétrage&nbsp;des platines: <strong>Matériau </strong>(24.1.0)</li>\n</ul>\n<figure data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23570977-6342-4a3e-adc8-2563c3e0028f/common%20properties%201.png\" data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" alt=\"\"></figure>\n<p>Ces commandes définissent la propriété spécifique pour l'ensemble du modèle d'assemblage à toutes les opérations et sont affichées dans la racine des opérations par défaut. Ils ne modifient pas les propriétés des éléments de structure, mais uniquement les opérations de fabrication.</p>\n<p>Si l'une des propriétés liées au contrôle <strong>est utilisée dans un paramètre</strong> du modèle paramétrique, le contrôle est automatiquement désactivé. Ce comportement permet d'éviter d'influencer la même propriété à partir de deux endroits et, par conséquent, de gâcher les détails de l'assemblage par des boucles dans les paramètres.</p>\n<p>En outre, ces contrôles sont également affichés sans modèle paramétrique, ce qui permet d'effectuer des modifications rapides et d'unifier les propriétés de n'importe quel modèle d'assemblage.</p>\n<h2>Quels sont les avantages ?</h2>\n<ul>\n  <li>Pour l'<strong>utilisateur du modèle paramétrique</strong> (par exemple, l'utilisateur junior), toutes les opérations sont désactivées (en lecture seule). Cependant, la <strong>modification du matériau, de la classe de boulons ou du matériau de la platine</strong> reste une action couramment attendue. Toutefois, si un seul paramètre manque dans le modèle paramétrique, celui-ci devient inutilisable. Les propriétés communes telles que les soudures, les boulons et les matériaux peuvent désormais être contrôlées dans chaque modèle paramétrique à l'aide des commandes par défaut affichées sous les paramètres.</li>\n  <li>L'ajout de ces contrôles <strong>simplifie le travail du créateur du modèle</strong> (par exemple, l'utilisateur principal) <strong>lors de la préparation des modèles paramétriques</strong>. Désormais, il n'est plus nécessaire de créer manuellement des paramètres spéciaux pour modifier des propriétés communes telles que les soudures, les boulons et les matériaux.</li>\n  <li>Parfois, vous souhaitez <strong>unifier les nuances de boulons ou de platines et les matériaux de soudure</strong> dans l'ensemble du détail de l'assemblage, même si le <strong>modèle paramétrique n'est pas utilisé</strong>. Cela peut être facilement réalisé soit en multi-sélectionnant dans l'arbre et en éditant des opérations du même type (néanmoins, dans ce cas, cela doit être fait plusieurs fois pour chaque groupe d'opérations séparément), soit il est maintenant possible de <strong>modifier la propriété demandée</strong> ou de vérifier si la même propriété est utilisée <strong>en un seul clic</strong>.</li>\n</ul>\n<figure data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/937c9874-ecb7-4e00-ba25-790f70433722/common%20properties%202.png\" data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n894962c2_9e8f_01ba_11c7_5f16f7e8d9c6\"></object>\n<h2>Améliorations de l'ensemble prédéfini</h2>\n<p>Plusieurs améliorations ont été apportées aux <strong>modèles paramétriques créés par l'assistant</strong> afin d'améliorer la convivialité, la clarté et la cohérence du modèle.</p>\n<ul>\n  <li>Les messages de validation ont été affinés, seuls les messages fonctionnels et pertinents sont désormais affichés, tels que le type d'élément incorrect, la compatibilité de section transversale ou les problèmes de définition de la charge.</li>\n  <li>Les textes des messages ont également été réécrits pour une meilleure lisibilité et une plus grande précision technique.</li>\n</ul>\n<figure data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae6b21b1-c930-4ad9-859f-f1753f5d321a/25-1%20predefined%20set%202.png\" data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" alt=\"\"></figure>\n<ul>\n  <li>Les modèles conservent désormais correctement les <strong>données de section transversale</strong> pour les cornières et les éléments de raidissement, ce qui garantit une génération précise de la géométrie.</li>\n  <li>Les <strong>sections transversales personnalisées (CCS) stockées dans MPRL</strong> sont incluses dans les modèles et automatiquement appliquées aux nouveaux modèles.</li>\n  <li>Une nouvelle <strong>méthode d'opération Workplane, Intersection</strong>, permet d'utiliser les modèles pour les éléments se terminant dans les directions X+ et X- dans Checkbot, avec un décalage réglable et un positionnement sur le bord proche ou éloigné de l'élément concerné.</li>\n</ul>\n<figure data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c417587-c02f-4a0b-933f-9a3c4071f6ac/25-1%20predefined%20set%203.png\" data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" alt=\"\"></figure>\n<p>Grâce à cette nouvelle fonction, les modèles&nbsp;sont applicables aux toutes les deux extrémités dans Checkbot.</p>\n<figure data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3991f2a-98fe-4c99-a1b7-a6875607d42d/25-1%20predefined%20set%204.png\" data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" alt=\"\"></figure>\n<p>Les modèles&nbsp;paramétriques peuvent également être <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combinés entre eux ou avec des opérations de fabrication standard</a>.</p>\n<p><em>Disponible dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                            "value": "<p>In IDEA StatiCa, there are three possible areas to work with parametric design effectively.</p>\n<h2>Parameters in IDEA StatiCa Connection</h2>\n<p>The first usage of parametric design is the simplest. Each element, like a member, plate, bolt, or weld, can be defined by its shape, position, and material.&nbsp;</p>\n<p>For this purpose, you'll need to enable the <strong>Developer mode</strong> in Project / Preferences / Advanced Settings.&nbsp;</p>\n<figure data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/859245fb-d6ee-4d79-ad1f-2228306e1088/parameters.png\" data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" alt=\"\"></figure>\n<p>In the tab <strong>Parameters</strong>, you can add Numbers (decimal sign is dot), Text (please use simple quotes), and even Equation.&nbsp;</p>\n<p>To link this parameter to the items defined by the Operations, just click on the <strong>Link</strong> icon.&nbsp;</p>\n<figure data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7c719-63a1-4bfe-bf4f-5eb9605165d3/link-par.png\" data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" alt=\"\"></figure>\n<p>The button <strong>Set to model</strong> allows you to overwrite initial values to the Parameter values.</p>\n<p>To get acquainted with all possibilities about the parameters, please look at the <a href=\"https://github.com/idea-statica/ideastatica-public/wiki/Reference-Guide-Expression-Parameters\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Reference guide</a>.</p>\n<p>More about this theme can be found also in the articles <a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a> and <a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a>.</p>\n<h2>Plugin for Rhino/Grasshopper</h2>\n<p>Grasshopper3d is a visual programming package attached to the powerful modeling CAD software&nbsp;<a href=\"https://www.rhino3d.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Rhino3d</a>.</p>\n<p>Combining Grasshopper with IDEA StatiCa's Open Model and APIs creates an extremely powerful platform for the parametric definition of complex connection geometry plus the automation and optimization of connections.</p>\n<figure data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a070a736-1da4-4e4f-a22f-baaad9dc2506/GH.png\" data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" alt=\"\"></figure>\n<p>The plugin can be used in several ways:</p>\n<ul>\n  <li>it enables the creation of complex joints, even without an IDEA Connection license</li>\n  <li>import of a structure (SAF model, IOM model) and a bulk calculation of specified joints</li>\n  <li>optimizing joints in terms of shape, material, etc., using parameters &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</li>\n</ul>\n<p>For more, please visit <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino to IDEA StatiCa workflow</a>.</p>\n<h2>Design API's</h2>\n<p>IDEA StatiCa provides several general API's for the different apps and services that we provide. This is an excellent place to start if you are a computational designer or software developer looking to perform automated structural design and optimization tasks. Design API's are targeted toward both Python and C#/.Net users.&nbsp;</p>\n<figure data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b0fff41-e68a-482a-a613-5f638d9e46c4/api.png\" data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" alt=\"\"></figure>\n<p><a href=\"https://developer.ideastatica.com/docs/api/api_overview.html\">You can start here</a> or visit the <a href=\"https://github.com/idea-statica\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa GitHub</a>. &nbsp;&nbsp;</p>"
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                                                                            "value": "<p>Beaucoup de nœuds d'une structure réelle ne peuvent pas être couverts individuellement par un type d'assemblage standard. Les concepteurs divisent ces nœuds&nbsp;en assemblages distincts et les vérifient à l'aide d'outils simples ou de feuilles de calcul Excel sans tenir compte de leur interaction, ce qui peut entraîner des erreurs de conception.</p>\n<h3>Les modèles paramétriques peuvent être combinés avec d'autres opérations</h3>\n<p>Lors de l'utilisation d'un modèle paramétrique, il est toujours possible d'ajouter de nouvelles opérations. Il est donc possible d'ajouter une seule&nbsp;opération unique à un modèle paramétrique existant.</p>\n<p>De cette manière, il est facile d'ajouter, par exemple, plus de raidisseurs au modèle choisi.</p>\n<figure data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7898ecd8-9db8-455e-8747-f1724f0eaeac/Combination%20of%20parametric%20template%20and%20unrelated%20operations%201.png\" data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" alt=\"\"></figure>\n<p>Un autre exemple peut être un joint composé de différents assemblages - certains éléments ne sont pas pris en compte dans le modèle choisi.</p>\n<figure data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad580407-b098-495d-8783-6fda3a80577a/Combination%20of%20parametric%20template%20and%20unrelated%20operations%202.png\" data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" alt=\"\"></figure>\n<p>La connexion de cet élément supplémentaire avec une opération standard est facile à réaliser.</p>\n<figure data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baee32da-a7c8-4884-b460-cff867b1c5a4/Combination%20of%20parametric%20template%20and%20unrelated%20operations%203.png\" data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n429cfc7e_7ebf_0119_b91d_f4cc9164e2bf\"></object>\n<h2>Combinez plusieurs modèles paramétriques dans un seul modèle</h2>\n<p>Pour connecter plusieurs éléments dans un nœud, vous pouvez appliquer plusieurs modèles paramétriques. Créez vos assemblages standards en tant que modèle paramétrique, puis combinez-les efficacement pour obtenir la conception d'assemblage souhaitée pour l'ensemble de la structure.</p>\n<figure data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d59211a9-a119-42c4-a207-c0aa1509eca3/Multiple%20templates%201.png\" data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" alt=\"\"></figure>\n<p>Chaque modèle appliqué est désormais représenté par un <strong>entête de modèle</strong> distinct (Modèle 1, Modèle 2, etc.) dans l'arbre des opérations. La sélection d'un modèle affiche ses paramètres et contrôles spécifiques, ce qui permet aux utilisateurs de modifier les propriétés locales, telles que la disposition des boulons, les matériaux ou l'épaisseur de platine, indépendamment pour chaque modèle.</p>\n<figure data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3c987a69-d44b-4644-a40c-c807fb119c4f/Multiple%20templates%202.png\" data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" alt=\"\"></figure>\n<p>Les propriétés globales restent accessibles sous l'<strong>entête&nbsp;Opérations</strong>, ce qui permet à l'utilisateur d'appliquer des paramètres de matériau ou de la norme communs à l'ensemble de l'assemblage. La nouvelle structure soutient les conceptions à modèles mixtes où les modèles individuels conservent leur flexibilité paramétrique.</p>\n<figure data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d456161d-b705-4d74-b992-279c974a7b00/Multiple%20templates%203.png\" data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" alt=\"\"></figure>\n<p><em>Mise à jour dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n  <li>Members</li>\n  <li>Supports</li>\n  <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n  <li>Whole surface</li>\n  <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff.&nbsp;</p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only.&nbsp;</p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p>&nbsp;The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses.&nbsp;</p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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                                    "value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n  <li><strong>by friction</strong></li>\n  <li><strong>by anchors</strong></li>\n  <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n  <li>Cast-in-place&nbsp;</li>\n  <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value.&nbsp;</p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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                                    "value": "<h2>Chargement</h2>\n<p>Les cas de charge peuvent être définis de la même manière que pour les éléments 2D en béton armé. Cela signifie que chaque cas de charge peut se voir attribuer un type de charge permanent ou variable. Les cas de charge permanente sont d'abord appliqués au modèle et, après un calcul réussi, les cas de charge variable sont appliqués.</p>\n<p><strong>Type d'impulsions de charge</strong></p>\n<p>Un total de 4 types d'impulsions de charge peut être ajouté à chaque cas de charge.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>La définition des <strong>charges surfacique</strong> est identique à celle de l'appui superficiel. Cela signifie qu'il est possible de les spécifier de deux manières : Surface entière et Polyligne. Dans le cas des charges surfaciques, l'intensité de la charge est bien sûr saisie dans les trois directions générales.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p>Le <strong>groupe des efforts </strong>est une entité de charge qui vous permet de spécifier des efforts dans trois directions n'importe où sur le modèle à l'aide d'un tableau. Il peut être référencé au pied de poteau ou à la surface d'un bloc de béton. Pour l'entrée des tableaux, il est à nouveau possible d'utiliser la fonctionnalité&nbsp;copier-coller de la feuille de calcul.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p>Le <strong>poids propre</strong> devrait être inclus dans chaque modèle. Par exemple, les fondements&nbsp;en béton chargés d'un moment de flexion ne se renverseront pas aussi facilement.</p>\n<p>Les <strong>charges ponctuelles</strong> peuvent être chargées directement sur le pied de poteau avec six efforts internes Fx, Fy, Fz, Mx, My et Mz dans la position générale.</p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4b4b74a7_d6f3_01f8_de25_75d53edc068e\"></object>\n<p>Lors de l'utilisation d'un pied de poteau, l'application de cet effort directement sur un pied de poteau réaliste et déformable peut entraîner une redistribution irréaliste des contraintes sur le pied, les tiges et le béton. Il est donc plus approprié d'utiliser la deuxième option - le tronçon.</p>\n<p><strong>Le tronçon</strong></p>\n<p>Le tronçon est représenté par une partie courte&nbsp;du poteau au-dessus du pied de poteau qui est modélisé comme une <strong>structure d'éléments de coque</strong> et se comporte comme une interface physiquement précise entre les efforts internes et le pied. Une base de données de sections standard est utilisée.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>L'<strong>ensemble des efforts internes à 6 composantes</strong> (efforts et moments) est appliqué en <strong>un seul point</strong> sur la <strong>face inférieure du tronçon </strong>- c'est-à-dire la base de poteau.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Les contraintes <strong>transfèrent les efforts </strong>à la <strong>face supérieure du tronçon</strong>, d'où elles sont naturellement <strong>redistribuées à travers le tronçon&nbsp;</strong>dans le pied de poteau, les tiges et le béton.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>Cette approche préserve l'interaction réaliste de la rigidité entre le poteau et le pied et élimine la nécessité d'une redistribution manuelle ou d'hypothèses artificielles.</p>\n<p><em>Le tronçon&nbsp;a été publié dans la </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>version 25.1 d'IDEA StatiCa</em></a><em>.</em></p>\n<h3>Combinaisons</h3>\n<p>Puisque l'analyse dans IDEA StatiCa Detail est non linéaire, des combinaisons soi-disant non linéaires sont utilisées. Cela signifie que les cas de charge individuels ne sont pas calculés et que les résultats ne sont pas additionnés. Au contraire, les cas de charge du même type de charge sont additionnés avant le calcul, bien sûr avec les coefficients respectifs définis dans les combinaisons, et les combinaisons individuelles sont ensuite calculées. 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                                    "value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n  <li>Summary</li>\n  <li>Strength</li>\n  <li>Anchorage</li>\n  <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview.&nbsp;</p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties.&nbsp;</p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes:&nbsp;<strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction.&nbsp;</p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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                                    "value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check&nbsp;</h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                            "value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated.&nbsp;</p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot.&nbsp;</p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n  <li>International design standard (code)&nbsp;</li>\n  <li>Profile type and material&nbsp;</li>\n  <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n  <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n  <li>Only connections with 1 member (simple footings)\n    <ul>\n      <li>Only steel-to-concrete anchoring</li>\n      <li>No complex design (footing with braces)</li>\n    </ul>\n  </li>\n  <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                            "value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring&nbsp;–&nbsp;can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve.&nbsp;</p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n  <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own&nbsp;–&nbsp;see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases&nbsp;–&nbsp;<strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n  <li><strong>Multiple anchoring close together</strong>&nbsp;–&nbsp;The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n  <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong>&nbsp;–&nbsp;A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n  <li><strong>Consideration of existing reinforcement in renovations</strong>&nbsp;–&nbsp;Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included.&nbsp;</li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes&nbsp;–&nbsp;</em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution&nbsp;</h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures.&nbsp;</p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n  <li><strong>IDEA StatiCa Connection</strong>&nbsp;–&nbsp;focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n  <li><strong>IDEA StatiCa Detail</strong>&nbsp;–&nbsp;The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress.&nbsp;</li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads.&nbsp;</p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>.&nbsp;</p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before&nbsp;–&nbsp;so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. 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                                            "value": "<p>Qu'il s'agisse d'un espace limité pour l'<a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">ancrage</a>, une disposition architecturale non conventionnelle, un ancrage près du bord, nécessité de fixer l'acier à des formes de béton irrégulières ou demande du chantier de concevoir des platines encastrées, ces cas particuliers exigent plus que des solutions typiques. C'est exactement là que commence le véritable défi de conception.</p>\n<h3>Comment les ingénieurs en structure font-ils face à ces situations ?</h3>\n<p>Cela commence par des hypothèses et beaucoup de travail manuel et calculs. Des heures sont consacrées à l'itération des conceptions et à la vérification selon les normes. Le plus souvent, les conceptions analysées conduisent à des semelles et platines inutilement surdimensionnées en raison de ruptures de béton :</p>\n<ul>\n  <li>Rupture de bord de béton</li>\n  <li>Rupture de cône de béton</li>\n  <li>Combinaison de ruptures</li>\n</ul>\n<figure data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f2b12c1-2437-49b8-b96b-16bfb6c0687c/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" alt=\"\"></figure>\n<p>Prenons l'exemple de l'ancrage près du bord. Sans ferraillage, il est presque impossible de réussir la vérification pour la rupture de bord ou de cône de béton. Lorsque les tiges sont proches les uns des autres, vous avez soudain affaire à des cônes en interaction, ce que la plupart des normes conseillent d'éviter complètement. Mais que faire lorsque votre disposition simplement ne peut pas respecter l'espacement recommandé ?</p>\n<p>Il <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">faut envisager un ferraillage</a> supplémentaire. <em>Eurocode 1992-4 - Conception des structures en béton - Partie 4&nbsp;: Conception des moyens d'assemblage dans le béton </em>recommande d'établir une analogie des fermes appropriée.</p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>Mais que se passe-t-il si une forme atypique de bloc de béton met des bâtons dans les roues ?</p>\n<h3>Relever les défis de l'ancrage pour des géométries de bloc de béton non standard</h3>\n<p>En particulier lorsqu'il s'agit de géométries irrégulières ou dispositions uniques qui vont au-delà des cas standard, le processus ne prend pas seulement du temps, mais laisse aussi trop de place à l'incertitude. Dans de tels cas, les formes générales peuvent être imprévisibles et il est donc essentiel d'examiner attentivement les distances aux bords de tous les côtés. La profondeur d'encastrement peut varier en raison des différences d'épaisseur des blocs ou de positionnement des tiges et les tiges elles-mêmes peuvent ne pas se trouver dans le même plan.</p>\n<p>Dans la <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">dernière version de IDEA StatiCa</a>, nous avons ajouté de nouvelles fonctionnalités puissantes pour vous aider à concevoir et vérifier l'ancrage dans des conditions réelles qui ne suivent pas le manuel.</p>\n<p>Vous pouvez maintenant <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">concevoir et vérifier presque toutes les formes de bloc de béton</a> pour l'ancrage. Qu'il s'agisse d'un piédestal, blocs d'ancrage non rectangulaires, extensions de fondations en bandes, n'importe quelle forme de voile ou une géométrie personnalisée exigée par les architectes.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Conception de platines encastrées tenant compte de ferraillage</h3>\n<p>Dans le secteur de la construction, il est courant de rencontrer des structures d'appui qui intègrent à la fois des éléments en acier et en béton. Les éléments en béton jouent souvent un rôle clé en assurant la stabilité latérale de l'ossature en acier. Ces éléments sont généralement reliés par des <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">platines encastrées</a>. Les platines encastrées offrent un ancrage fiable et peuvent être fabriquées de manière à minimiser les travaux de forage sur le chantier. Les platines affleurent la surface du béton, ce qui permet des assemblages propres et de niveau. Les platines encastrées sont particulièrement appréciées dans des applications telles que les systèmes d'appui de façade, assemblages des cadres en acier dans les bâtiments hybrides béton-acier, appuis de rail de guidage d'ascenseur, ancrage d'équipements mécaniques, appuis de pont et assemblages de panneaux en béton préfabriqué.</p>\n<p>Mais même si les applications sont nombreuses, la conception peut devenir beaucoup plus complexe. Le ferraillage dans le béton résiste aux efforts axiaux, soudé à la platine d'acier pour transférer la charge par adhérence avec le béton. Les goujons de cisaillement, tiges ou bêches résistent aux efforts de cisaillement.</p>\n<p>La résistance de conception des éléments ancrés dépend fortement de la position du ferraillage de béton, en particulier si la platine encastrée est positionnée près du bord (systèmes d'appui de façade).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (avec CSFM 3D) prend automatiquement en compte le ferraillage à proximité d'une platine encastrée, ce qui peut augmenter la capacité de charge de manière significative. Cette solution vous permet de créer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU).</p>\n<h3>Élevez la conception d'ancrage</h3>\n<p>IDEA StatiCa fournit aux ingénieurs une solution complète pour la conception et vérification des ancrages. Les ingénieurs ne sont plus limités par les exemples simplifiés et conservateurs correspondant aux normes de conception qui conduisent à surdimensionner les pieds de poteau et tiges. 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                            "value": "<h2>1. Pourquoi le calcul a-t-il été arrêté prématurément ?</h2>\n<p>Le modèle CSFM 3D est conçu pour garantir des simulations précises et fiables. C’est pourquoi il intègre des critères d'arrêt rigoureux. Pour en savoir plus, consultez notre <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&amp;type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">algorithme de contrôle pour 3D CSFM</a> dans le cadre théorique.</p>\n<p><strong>Option \"Stop at Limit Strain\" activée par défaut</strong><br>\nCette fonctionnalité cruciale interrompt le calcul dès que certains critères de déformation (UGT) sont dépassés. Nous vérifions l'épuisement pour le béton, l'armature et l'ancrage :</p>\n<ul>\n  <li><strong>Béton</strong> : Une déformation maximale de 5 % en compression et de 7 % en traction est appliquée pour garantir la convergence des calculs.</li>\n  <li><strong>Armatures</strong> : La déformation plastique est limitée à 5 % pour assurer la sécurité et la performance.</li>\n  <li><strong>Ancrages</strong> : L'évaluation se base sur les valeurs limites de glissement, plutôt que sur les contraintes d'adhérence, afin d’optimiser la stabilité.</li>\n</ul>\n<p><strong>Causes d'une non-convergence</strong></p>\n<p>Lorsque le calcul ne converge pas, plusieurs facteurs peuvent être en jeu. La cause la plus fréquente est l'absence d'armature adéquate. D'autres facteurs peuvent inclure un modèle mal supporté, entraînant de grandes déformations, ou une conception surchargée pour les forces spécifiées.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. Quel soutien dois-je appliquer dans le détail ?</h2>\n<p>Dans l'application <strong>3D Detail</strong>, vous pouvez appliquer des appuis surfaciques avec une rigidité dans toutes les directions. Par défaut, ces supports offrent une rigidité en compression uniquement (Compression-Only), mais il est possible de sélectionner une option qui inclut également la rigidité en traction. Voici deux approches clés à considérer :</p>\n<ul>\n  <li><strong>Fondations reposant sur le sol</strong><br>\nUtilisez un appui qui offre une rigidité en compression uniquement. <strong>Attention</strong> : veillez à ajouter manuellement le poids propre comme cas de charge, car cela n'est pas fait automatiquement. Ce poids propre est essentiel pour prévenir le renversement du bloc de béton.</li>\n  <li><strong>Sous-modèles d'éléments en béton plus grands</strong><br>\nOptez pour un support capable de fonctionner à la fois en compression et en traction. Dans ce cas, il est crucial d'appliquer une armature qui traverse la surface. Cela permet de dissiper toute contrainte de traction par l'armature. Sans cela, des tensions de traction élevées peuvent rapidement apparaître dans le béton, dépassant ainsi le critère d'arrêt de 7 %.</li>\n</ul>\n<p>Pour des informations détaillées sur les fonctionnalités de <strong>Detail 3D</strong>, consultez notre section sur les <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Fonctionnalités complètes de Detail 3D.</a></p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Pourquoi est-il si important de respecter les règles d'exécution ?</h2>\n<p>La conformité aux règles de détail de la norme est essentielle pour garantir la sécurité et la performance des structures en béton. L'armature doit inclure des éléments supplémentaires pour le transfert des forces de traction et transversales, conformément à l'<strong>EN 1992-4</strong>. Cette application assure un transfert de forces efficace : la compression est absorbée par le béton, tandis que la tension est gérée par l'armature. Étant donné que le béton n’a pas de résistance à la traction, un renforcement adéquat est crucial.</p>\n<p><strong>À noter</strong> : Ces règles de détail ne sont pas automatisées. Il incombe à l'utilisateur d'ajouter manuellement les armatures appropriées. L'ingénieur structurel est donc responsable de garantir que l'armature est correcte et conforme aux normes du bloc de béton.</p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. Comment modéliser correctement le transfert des forces transversales ?</h2>\n<p>Le transfert des efforts de cisaillement peut se faire par frottement, ancrages ou falaise de cisaillement, mais il est crucial de choisir une seule méthode à la fois.</p>\n<p><strong>Utilisation du frottement :</strong><br>\nPour garantir une modélisation efficace, assurez-vous que la séquence des cas de charge est correcte : commencez par appliquer la pression (permanente), suivie du cisaillement (variable). Une séquence incorrecte pourrait entraîner un phénomène où la semelle \"s’envole\".</p>\n<p>Avec une séquence de charge correcte et un coefficient de frottement fixé à <strong>0,25</strong>, vous pouvez transmettre 25 % de la force de compression en tant que force de cisaillement. Les taquets de cisaillement transmettent entièrement la force transversale, mais il est important de noter qu'ils ne sont pas contrôlés dans <strong>IDEA StatiCa Detail</strong>. Vérifiez d'abord les chapes dans <strong>IDEA StatiCa Connection</strong> avant de les importer dans Detail.</p>\n<p><strong>Pour les ancrages :</strong><br>\nL'utilisateur peut identifier quels ancrages sont efficaces pour le cisaillement. Cependant, ils ne sont pas vérifiés pour le cisaillement dans Detail. Assurez-vous de vérifier leur capacité dans Connection avant de procéder à leur simulation dans Detail.</p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. À quoi dois-je faire attention lors de l'exportation de Connection vers Detail ?</h2>\n<p>Lors de l'exportation, il est crucial de vérifier comment les forces sont appliquées. Les forces peuvent être appliquées soit directement aux ancrages, soit aux semelles. Étant donné que les ancrages et les semelles sont modélisés comme des éléments distincts, le transfert des forces entre eux doit être déclenché manuellement par le biais de contraintes.</p>\n<ul>\n  <li><strong>Exportation du modèle d'ancrage depuis IDEA StatiCa Connection</strong><br>\nLorsque vous exportez le modèle d'ancrage (voir par exemple le lien <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM Connection to Detail - Ancrage à charge excentrée</a>), le transfert de la force axiale entre les ancres et la semelle est désactivé. Cela permet d'éviter toute pression supplémentaire non désirée sur la semelle. Les forces axiales sont découplées et se trouvent déjà directement dans les ancrages, tandis que les forces de cisaillement sont transmises via la semelle. Ainsi, la case pour le transfert des forces axiales est désactivée et celle pour le transfert des forces de cisaillement est activée dans l'image ci-dessous lors de l'exportation du modèle à partir de Connection.</li>\n  <li><strong>Lorsque vous n'exportez pas le modèle de Connection</strong><br>\nDans ce cas, la charge est placée directement sur la semelle, et vous avez la possibilité d'activer le transfert des forces axiales et de cisaillement entre la semelle et les ancrages.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. Quelle rigidité de la semelle doit être définie ?</h2>\n<p>La définition de la rigidité correcte de la semelle est cruciale pour obtenir des résultats fiables. La figure ci-dessous compare trois modèles différents :</p>\n<ul>\n  <li><strong>Semelle souple exportée de Connection</strong></li>\n  <li><strong>Semelle souple modélisée directement dans Detail 3D avec une charge appliquée sur un seul point</strong></li>\n  <li><strong>Semelle rigide avec une épaisseur accrue, également chargée sur un seul point</strong></li>\n</ul>\n<p>Les résultats de l'analyse ont révélé que les plaques flexibles modélisées directement dans Detail 3D produisaient des distributions de contraintes imprécises et des effets d'arrachement artificiels. En revanche, la plaque rigide a éliminé ces problèmes, offrant des résultats cohérents avec ceux obtenus par l'exportation de la connexion.</p>\n<p>Il est intéressant de noter que les forces d'ancrage étaient similaires dans le premier et le troisième modèle, tandis que le second modèle (plaque flexible dans Detail 3D) a surestimé les forces d'ancrage de plus de <strong>30 %</strong>, ce qui en fait une approximation inexacte.</p>\n<p><strong>Conclusion :</strong> Pour optimiser l'interaction entre la semelle et le béton, il est recommandé d'utiliser une semelle rigide lorsque vous ne l'exportez pas depuis Connection et que vous appliquez une charge en un seul point. Cela garantit que les résultats reflètent le plus fidèlement possible la réalité.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<h2>7. Qu'en est-il de la contrainte de contact ?</h2>\n<p>Dans Connection, il est possible d'établir un contact entre deux plaques et d'afficher la tension de contact. Cependant, l'exportation de l'ancrage de Connection vers Detail ne permet pas d'importer cette tension de contact, ce qui constitue une limitation (voir <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limitation connue pour Detail 3D</a>). La conséquence de l'absence d'effets causés par la tension de contact est que les forces importées ne sont pas équilibrées sur la semelle et que le calcul n'a pas pu être effectué en raison de l'énorme déformation de la plaque d'acier et de la déviation du modèle.</p>\n<p>Comment résoudre ce problème ?</p>\n<ul>\n  <li>méthode 1 - ne pas utiliser le contact dans le modèle de connexion (le contact est justifiable dans un nombre limité de cas)</li>\n  <li>solution 2 - modéliser l'ancrage directement dans l'application Detail avec la plaque de base rigide (voir question 6).</li>\n</ul>\n<figure data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cfe0c5cc-be52-456d-b534-4a407f3b417b/fig_7.png\" data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" alt=\"\"></figure>\n<h2>8.Pourquoi la tension d'attache dépasse-t-elle 99,9 % si rapidement ?</h2>\n<p>Dans de nombreux modèles, la tension d'attache dans l'ancrage dépasse rapidement <strong>99,9 %</strong> d'utilisation, même pour des niveaux de charge très faibles. Ce phénomène s'explique par le comportement observé dans le diagramme contrainte-déformation de la connexion entre l'ancrage/renforcement et le béton, comme illustré dans la figure ci-dessous.</p>\n<p>La liaison (Bond) atteint rapidement sa contrainte ultime, et toute charge supplémentaire entraîne une déformation plastique, souvent appelée <strong>glissement</strong>. Pour une compréhension plus précise, il est utile d'examiner les valeurs de <strong>Ftot / Flim</strong>.</p>\n<p>Pour en savoir plus sur la force d'adhérence ultime des ancrages adhésifs, consultez notre article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Force d'adhérence des ancrages dans Detail 3D.</a></p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. Comment dois-je gérer les paramètres de maillage ?</h2>\n<p>La qualité du maillage est essentielle pour les simulations 3D, en particulier pour les problèmes non linéaires, car elle influence directement le temps de calcul et la précision des résultats.</p>\n<p>Le facteur de multiplication du maillage peut varier de <strong>0,5 à 5</strong>, avec <strong>1</strong> comme valeur par défaut. Voici quelques points à considérer :</p>\n<ul>\n  <li><strong>Facteur de 5</strong> : Utiliser un facteur de 5 peut accélérer les simulations et aider à identifier des erreurs potentielles, mais cela peut également entraîner des résultats imprécis, avec des erreurs pouvant dépasser <strong>30 %</strong>.</li>\n  <li><strong>Facteur de 1 ou moins</strong> : Une fois le modèle vérifié, il est conseillé de revenir à un facteur de 1 ou moins pour obtenir des contraintes et des déformations précises, bien que cela augmente le temps d'analyse.</li>\n  <li><strong>Maillage grossier</strong> : Un facteur plus élevé est approprié pour la conception préliminaire, permettant une évaluation rapide des concepts.</li>\n  <li><strong>Maillage fin</strong> : Un facteur plus faible est recommandé pour la simulation finale, car il fournit des résultats plus précis, notamment autour des ancrages.</li>\n</ul>\n<p>En résumé, adaptez le maillage selon l'étape de votre projet pour équilibrer efficacité et précision.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h3>Est-il possible d'importer plusieurs ancrages ?</h3>\n<p>Oui, il est tout à fait possible d'importer plusieurs ancrages. Que se passe-t-il après l'exportation de ces ancrages multiples de la connexion vers Detail ?</p>\n<p>Lors de l'importation, plusieurs blocs de béton sont créés dans Detail, en fonction du nombre d'embases présentes dans la connexion, chaque embase ayant son propre élément en béton. Cependant, il existe une limitation importante : les blocs de béton multiples ne sont pas pris en charge dans Detail (voir <strong>Limitation connue pour Detail 3D</strong>).</p>\n<p>Pour contourner cette limitation, l'utilisateur doit supprimer tous les blocs sauf un et relier toutes les autres semelles à ce bloc unique. Cela permet d'obtenir une distribution correcte des forces d'ancrage et de soudure.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h3>Conclusion</h3>\n<p>Le <strong>CSFM 3D</strong> dans <strong>IDEA StatiCa Detail</strong> est un outil puissant pour modéliser le comportement non linéaire du béton et de l'armature, en conformité avec l'Eurocode et l'ACI. Il traite efficacement les interactions de liaison, les zones de traction et de compression, ainsi que les dispositions des armatures, fournissant des solutions robustes pour l'ancrage et le transfert de charge.</p>\n<p>Les critères intégrés garantissent que les calculs s'arrêtent lorsque les limites de déformation critiques sont atteintes, et une bonne présentation des armatures est essentielle pour obtenir des résultats réalistes. La qualité du maillage est également cruciale pour la précision des simulations : un maillage plus fin offre une plus grande précision, mais nécessite un temps d'analyse plus long.</p>\n<p>N’oubliez pas que le renforcement supplémentaire, le transfert des forces transversales et des paramètres d'exportation appropriés sont des éléments clés pour des conceptions précises conformes aux normes.</p>\n<p>Pour des informations plus détaillées, nous vous invitons à visionner le webinaire <strong>10 Most Frequently Asked Questions for 3D Anchoring</strong> (Les 10 questions les plus fréquemment posées sur l'ancrage 3D) ou le webinaire en néerlandais sur <strong>3D Detail : Calcul d'ancrage avec renforcement dans 3D Detail</strong>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4860c3a6_2b94_0133_4541_34794e486d10\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n60dba8f2_8efa_0131_1635_311f83f91b54\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ac3f7aa4_1402_0130_f1d3_e05e058cac3b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n86c0e5b8_96b6_011b_0da1_5fee3e625fef\"></object>"
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                    "value": "<h2>Introduction</h2>\n<p>The confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to lateral pressure (active) or confinement provided by surrounding materials (passive), such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.&nbsp;</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Active confinement is considered while designing, for example, partially loaded areas, concrete hinges, etc.</li>\n</ol>\n<p>In the following figure, you can notice how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c82248d-2921-4a12-8752-4ed3b69cb201/32.png\" data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Confinement effect and influence on the bearing capacity of structures}}}\\]</em></p>\n<p>Before we get into the example itself, let's recall how the concrete material is defined in the application.</p>\n<h2>Concrete material definition in IDEA StatiCa Detail</h2>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;<strong>Mohr-Coulomb&nbsp;plasticity theory</strong> for monotonic loading.</p>\n<p>In general, for a given angle of internal friction of the concrete, which is around&nbsp;<em>φ = 30°</em>, the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 2.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where&nbsp;<em>f</em><em><sub>c</sub></em>&nbsp;is concrete strength in compression,&nbsp;<em>f</em><em><sub>ct</sub></em>&nbsp;is concrete strength in tension,&nbsp;<em>φ</em>&nbsp;is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>,&nbsp;</em>σ<em><sub>c</sub></em><sub>3</sub>&nbsp;are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em>&nbsp;(see below), also increases.</p>\n<p>In 3D CSFM as implemented in IDEA StatiCa Detail, the angle of internal friction is considered as&nbsp;<em>φ = 0°,&nbsp;</em>as shown in Figure 3.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>&nbsp;is constant as σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent \"damaging\" uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>Comparing Figure 2, where the real angle of internal friction is used, and Figure 3, which shows the Mohr-Coulomb theory's implementation with a zero angle of internal friction, it can be seen that the approach chosen for the calculations in the Detail application is very conservative for the assessment of the triaxial stress state. Note that the model with zero friction angle resembles the Tresca model, with tension cut-off.</p>\n<p>Read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h2>Triaxial test&nbsp;– an active confinement example</h2>\n<p>In the example, we will simulate a triaxial test to explain how the triaxial pressure effect is implemented in 3D CSFM in IDEA StatiCa Detail. This will, therefore, be an example of <strong>active confinement</strong>. All calculations will be in characteristic values.</p>\n<p>The model is of the solid block type with plan dimensions 1.0 x 1.0 m and a height of 3.0 m made of C30/37 concrete supported by a rigid surface support in the Z direction. Only for the sake of the stability of the analysis model, the X and Y directions are also included on the surface support with a neglectable stiffness value. The load is applied in two steps. In the first step, a hydrostatic pressure (σ<em><sub>c,</sub></em><sub>1</sub> = σ<em><sub>c,</sub></em><sub>2</sub> = σ<em><sub>c,</sub></em><sub>3</sub>) of 20 MPa is applied to the model. This high value, relative to the concrete strength, was chosen mainly to demonstrate the stability of the computational model.</p>\n<figure data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7494607-2b43-4caa-a8e1-0f4288da7e11/Tri-axial%20test.png\" data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Triaxial test setup - model, load, and boundary conditions}}}\\]</em></p>\n<p>After calculating the model, we get the value σ<em><sub>c,eq</sub></em> = 0 MPa in the whole model. This corresponds to the previous definition of the implementation of the Mohr-Coulomb&nbsp;plasticity theory in Detail.</p>\n<figure data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb50b0f7-cced-42a8-ae95-53f49b768cdb/Eq%20stress%20step%201.png\" data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Equivalent Principal Stress - first calculation step}}}\\]</em></p>\n<p>In the second step, a surface load of 50 MPa is applied to the upper surface of the model. Note that this load is higher than the considered axial compressive strength of concrete of 30 MPa. The objective of the test is to demonstrate that no load greater than the compressive strength of the concrete will be applied in this step. The calculation should, therefore, stop so that the applied load equals the resulting value of σ<em><sub>c,eq</sub></em>.</p>\n<p>Let us now look at the results. As expected, the calculation was stopped because the plastic strain criteria in the concrete, which is 5%, were exceeded.</p>\n<figure data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0aeb3a83-a813-4b7e-ab8a-2c5be92749fe/Stop%20criterion%20after%202.%20step.png\" data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Calculation result after the second step}}}\\]</em></p>\n<p>If we go through the results, we find that they match the assumptions defined above. This shows that the concrete model in Detail works correctly in terms of active confinement.</p>\n<figure data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/399058ba-db6c-445e-8468-98eb0a4d4607/Load%20stress%20step%202.png\" data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad a) Applied load in step 2; b) Equivalent principal stress; c) Principal stresses σc,3 a σc,1}}}\\]</em></p>\n<p>The stress peaks that can be observed at the top and bottom surfaces are caused by the way of applying surface load and surface support to the edges of the mesh from tetrahedral elements with nodal rotations. And also the fact that the maximum nodal values from adjacent finite elements are always displayed in the Detail application. However, the subject of this article is not the specification of this method, so we will not pursue it further.</p>\n<h4>ABAQUS verification</h4>\n<p>In the next step, we will look at a comparison with models created in ABAQUS, where Mohr-Coulomb&nbsp;plasticity theory is also used to define concrete. We will compare the results from Detail with a real concrete model with an internal friction angle of 30°. Thus, we demonstrate the conservativeness of the approach in 3D CSFM.</p>\n<figure data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8d6859d-2d6f-4ac9-ab6c-1d1aa11c4d42/Tri-axial%20ABAQUS.png\" data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad ABAQUS model: a) Concrete mesh 2; b) Load definition; c) Principal stresses σc,3}}}\\]</em></p>\n<p>In ABAQUS, we created a model similar to the model in Detail. The definitions of material, boundary conditions, and loads are identical. On the other hand, the concrete mesh is simplified. The results for two calculations, one using <em>φ = 0°; c = 15 MPa and the second φ = 30°; c = 8.65 MPa</em>, are shown in the graph below as well as the comparison with other angles of internal friction <em>φ =&nbsp;</em>10°, 20°, 40°.</p>\n<figure data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d7b7d8b7-4c82-42de-bcb4-f3c0c8b93f48/Tri-axial%20ABAQUS%20comparison.png\" data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Comparison of 3D CSFM, an ABAQUS model with various angles of internal friction }}}\\]</em></p>\n<p>The graph shows the match between the 3D CSFM and ABAQUS models for <em>φ = 0°</em>. It is also clearly illustrated that the simplifications in the definition of the concrete material in 3D CSFM (the horizontal plastic branch of the stress-strain diagram and horizontal Mohr-Coulomb linear envelope), which lead to both better clarity and, more importantly, faster calculation, also lead, at least in terms of tri-axial stress, to conservative results.&nbsp;</p>\n<p>As a last point, it is worth mentioning that if we consider a hydrostatic stress higher than 20 MPa, the difference between models <em>φ = 0°</em> and other angles would be even greater.</p>\n<h2>Conclusion</h2>\n<p>It was shown and explained that the calculation in 3D CSFM is consistent with the assumptions reported in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>. This was verified by comparison with ABAQUS models and the conservatism of the 3D CSFM approach to the tri-axial stress phenomenon was demonstrated.</p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In this article, we present a unit test study aimed at verification 3D-CSFM of concrete anchor pull-out behavior through a direct comparison with experimental results<sup>[1]</sup>. The focus of our investigation lies in evaluating the predictive capabilities of numerical models in capturing the key aspects of anchor behavior, including failure modes, and ultimate capacity. Our study encompasses a diverse range of anchor diameters, from &nbsp;10mm up to 32mm reflecting the variability encountered in practical engineering scenarios. Allowing us to discern any diameter-dependent trends and assess the robustness of 3D-CSFM across different scales. It is noteworthy to mention that all simulations are conducted within 3D-CSFM, a method implemented in IDEA StatiCa Detail, utilizing default settings for all parameters.&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the 3D-CSFM's performance in modeling post-installed bonded anchors, we must consider two failure modes:<strong> pull-out</strong>, where the bond stress (τ<sub>b</sub>) is equal to design bond stress (τ<sub>bd</sub>), and <strong>yielding of the anchor itself,</strong> meaning limit <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">plastic strain</a> is reached.<br>\n</p>\n<figure data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/194daeb0-87cc-4fe3-9ee0-96b49558ec8d/Table%202.1%20failure%20modes%20N.png\" data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this study, Hilti HIT-RE500 - SD Injectable Mortar with Reinforcement (500B) anchors were modelled in IDEA StatiCa Detail and the results compared with the experimental data<sup>[1]</sup>.&nbsp;</p>\n<p>The dimensions of the concrete blocks and their reinforcement were carefully considered to mitigate any potential effect on pullout behavior, thus ensuring the validity of the experimental results<sup>[1]</sup>. One concrete block size was used for all anchor unit tests (1.0x1.0x0.5 m; WxDxH). The block is reinforced by bars of steel B 500B and diameter of 8-14 mm. 8 layers of bars around each surface (except for bottom surface, rebars are modeled as continuous through the bottom support) with distance layer of 135.0 mm. &nbsp;All safety factors prescribed by relevant building codes were rigorously adhered to, with a setting of 1.0 employed throughout the calculations. The size of the anchor hole compared to the diameter of the anchor itself was not explicitly considered in the calculation model.</p>\n<figure data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/52eccae5-c38d-4c38-af89-01f276369a6d/01_rebars.png\" data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1 Side view of a reinforced concrete block with glued in anchor}}}\\]</em></p>\n<figure data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0069a93-e7cd-4f0a-bbc4-2493b3d702ab/Concrete_block.png\" data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2 View of a reinforced concrete block with highligted anchor. Diameter of anchor equals to 16 mm }}}\\]</em></p>\n<p>The anchor bond strength, a critical parameter in anchorage design, was determined to be 15.4 MPa according to experiments consideration<sup>[1]</sup>, and 12.0 MPa for the second verifying model. Similarly, according to the experiment, the length of the anchor embedment in the concrete block was consistently determined. The additional 50 mm length of the anchor above the concrete block to which the axial tensile force was applied were considered in the model. In this test, anchors with a diameter of 10mm, 12mm, 16mm, 20mm, 25mm, 32mm were compared with experimental results. Experimental set ups summarized in Table 2.2.</p>\n<figure data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f3ccf8a-b9a2-4995-ac89-008aa7fb640d/experimental%20set%20up.png\" data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" alt=\"\"></figure>\n<p>Utilizing a 3D-CSFM Solid Block model, the analysis encompasses a comprehensive examination of various aspects including anchor pull-out characteristics, determination of critical load thresholds, and nuanced prediction of failure modes.&nbsp;</p>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchor used in the CSFM analysis are summarized in Table 2.2. The yield stress (\\(f_{yk}\\)) and the ultimate stress (\\(k \\times f_{yk}\\)) of the reinforcement, as well as the compressive strength (\\(f_{ck}\\)), plastic strain (\\(\\epsilon_{c2}\\)), and limit plastic strain (\\(\\epsilon_{cu2}\\)) of the concrete, were selected based on the conditions noted in the experiment remarks. The Bond Strength is also specified by the manufacturer in the provided prospectus.</p>\n<figure data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a9a5af3d-6615-4779-ba52-2c901ef58195/Table%202.3%20materials%20N.png\" data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3 Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B 500B, (b) Stress-strain diagram of concrete C30/37 }}}\\]</em></p>\n<h2>Comparison with experimental results&nbsp;</h2>\n<p>This section compares experimental results from the manufacturer with the ultimate loads and failure modes predicted by the 3D-CSFM. Six instances of ultimate pull-out load, corresponding to various anchor diameters, were matched against outcomes from the 3D-CSFM. Additionally, a specific failure mode was determined for each anchor diameter.</p>\n<h2>Failure modes and ultimate loads</h2>\n<p>Table 2.4 presents a comprehensive summary of the ultimate loads recorded in experimental tests (P<sub>u,exp</sub>) and those predicted by the 3D-CSFM (P<sub>u,3D-CSFM</sub>), along with the corresponding failure modes. Ratios exceeding one indicate that the model's predictions are conservatively higher than the measured values. As evidenced in Table 2.4, the primary failure modes predicted by all 3D-CSFM analyses are consistent with the experimental findings, although some discrepancies in specific failure subtypes are noted for larger diameters. The 3D-CSFM predictions are generally accurate, with slightly conservative tendencies indicated by ratios greater than 100% for the larger diameters.&nbsp;</p>\n<figure data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d25551c8-8718-45e4-92d4-bac6d6fd355c/Table%202.4%20resultsN.png\" data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" alt=\"\"></figure>\n<p>Additionally values of (\\(P_{u,bar}\\))&nbsp;and (\\(P_{u,bond}\\)) were calculated and added to the table.</p>\n<p>\\(P_{u,bar}=A_{bar}\\cdot k \\cdot f_{yk}\\)</p>\n<p>\\(P_{u,bond}=C_{bar}\\cdot l_{bar} \\cdot \\tau_{bd}\\)</p>\n<p>Where (\\(A_{bar}\\)) is an area of the anchor, (\\(C_{bar}\\)) is the circumference of the anchor, and (\\(l_{bar}\\)) is a length of the anchor in the concrete.</p>\n<p>It can be seen, from the values presented above, that the experiment is set to prove that the solver is able to <strong>correctly calculate combined Pull-out and YA failure mods</strong>.</p>\n<p>In addition, the same models with the bond strength of (\\(\\tau_{bd} = 12.0 MPa\\)) were calculated and compared with analytically determined values of (\\(P_{u,bond}\\)).</p>\n<figure data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/546261bc-f88e-4b6d-92c9-11f86583559a/Table%202.5%20resultsN.png\" data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" alt=\"\"></figure>\n<p>Figure 1.4 corroborates the outcomes indicated in Table 2.4 by showing that the full capacity of bond stress is achieved as well as limit strain, which consequently leads to the failure mode being identified as <strong>Pull-out and YA</strong>.</p>\n<figure data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f19bffb4-36cf-4f83-8f95-bd6788f5d1e4/07_bond%20stress%20a%20strain%20check_12%20mm.png\" data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4 Anchor 16 mm: Strain check value (left) and Bond stress (right) }}}\\]</em></p>\n<figure data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a481fc30-f5f0-436e-baba-f73fcda00ed6/03_Summary_Stress%20flow_32%20mm.png\" data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5 Anchor 32 mm: Stress flow view }}}\\]</em></p>\n<figure data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bbd6ca5b-68ef-41cd-abe9-b54f269efc05/04_Stress%20in%20the%20reinforcement_bar%2025%20mm.png\" data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6 Anchor 25 mm: Stress in the reinforcement }}}\\]</em></p>\n<figure data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bd58d6f-47fb-4d7c-9929-6357eb604c9e/05_Strain%20in%20the%20reinforcement_20%20mm.png\" data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7 Anchor 20 mm: Strain in the reinforcement }}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p><br>\nThe comparison between experimental data<sup>[1]</sup> and the beta version of the 3D-CSFM indicates a satisfactory correlation. Key insights from this preliminary evaluation include:</p>\n<ul>\n  <li>A strong correlation has been established for all anchors, evident in the failure modes observed in models and the values of ultimate loads.&nbsp;</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<h2>References&nbsp;</h2>\n<p>[1] - HILTI. Hilti HIT - RE500 - SD Injectable Mortar with Rebar (500B). HILTI CORPORATION. <a href=\"Https://www.hilti.com.hk/\" title=\"https://www.hilti.com.hk/\"><em>Https://www.hilti.com.hk/</em></a> [online]. 2016 [cit. 2024-04-22]. Available from: <a href=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf\" title=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/submittal-asset-doc-loc-8336225.pdf\">https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf</a></p>\n<p><br></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>This article presents a unit test for the 3D Compatible Stress Field Method (3D-CSFM) applied to cantilever beams with variations in length, reinforcement, and concrete grades. The 3D-CSFM enhances the established <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">2D-CSFM</a>, both integral to IDEA StatiCa Detail. Released in beta, the 3D-CSFM adheres to the foundational principles of its 2D predecessor. The assessment of the FEA model is currently being refined to ensure that the results accurately reflect the appropriate behavior. Comparison comes from a series of unit test that were conducted during the process of development and include results from 2D-CSFM and analytical norms from Eurocode 2: Design of concrete structures - Part 1-1, chapter 6.1. The 3D approach in IDEA StatiCa Detail &nbsp;features two primary classes of models: the \"wall element\" and the \"solid block.\" Both are further elaborated within the article, using standard settings in IDEA StatiCa Detail.<br>\n&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the performance of the 3D-CSFM in comparison to the 2D-CSFM and established analytical methods, we classify observed failure modes into three categories: Concrete crushing (C) and yielding of flexural reinforcement (R), or a combination of these two (CR). This classification allows for a structured comparison of failure mechanisms as predicted by different modeling approaches. Table 2.1 defines mentioned failure types by specifying material limit values. The models were specifically designed with robust shear reinforcement to exclude failure due to shear and focus solely on simple bending behavior.</p>\n<figure data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0720838b-3afd-4c1c-8fbe-493b84081581/Table%202.1.png\" data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In the tests, the loads were defined differently based on the model type: as a line load measuring 0.3 m at the end of the beam for the 2D-CSFM, the 3D-CSFM wall element, as a surface load (0.3 x 0.3 m) at the end of the beam for the 3D-CSFM solid block, and as point load in the analytical approach with a location corresponding to resultant force of the previous types.</p>\n<p>There are two types of setup in these sets: <strong>WC </strong>(Weak concrete) <strong>WR</strong> (Weak reinforcement).</p>\n<p>The flexural reinforcement in the models consisted of continuous reinforcing bars with a diameter of Ø = 20 mm. The WR (Weak Reinforcement) model utilized two reinforcement bars, while the WC (Weak Concrete) model included six. The shear reinforcement, made up of Ø = 10 mm stirrups spaced 100 mm apart, was deliberately designed to be robust, thereby precluding any shear failure mode. The shear reinforcement is consistent for all the models.</p>\n<p>The WC are of a concrete grade C16/20 featuring six reinforcement bars, and WR setups using concrete grade C40/50 with two reinforcement bars. The lengths of the test examples varied, measuring 1.0m, 2.5m, and 4.0m.</p>\n<p>Considering all the variations mentioned, this unit test resulted in six different models. These models are described in detail in Table 2.2.</p>\n<figure data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/510dc859-ebc9-4e7f-ba90-e8cd0c064585/Table%202.2%20unit%20test.png\" data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" alt=\"\"></figure>\n<figure data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5820b312-337f-4828-a871-938aa2412b5b/Cross_section_view_with_dimension%20_without_stirrups.png\" data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1\\qquad Cross-section set ups:&nbsp;(a) - WC, (b) - (WR)}}}\\]</em></p>\n<figure data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a770e52-890d-495d-952a-173c2a1baa8a/All_canilever_in_one.png\" data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2\\qquad Length set ups:&nbsp;(a) - 1.0 m, (b) - 2.5 m, (c) - 4.0 m}}}\\]</em></p>\n<h2>Material properties</h2>\n<p>The material properties of concrete and flexural reinforcement used in the&nbsp;<a data-item-id=\"eaab962d-ba44-4ee0-8fa7-45193c9f52b5\" href=\"\">CSFM</a>&nbsp;analysis are summarized in table 2.2<strong>.</strong> The yield stress (f<sub>yk</sub>) and the ultimate stress (k*f<sub>yk</sub>) of the reinforcement as well as the compressive strength (fck), plastic strain(ɛ<sub>c2</sub>) and limit plastic strain (ɛ<sub>cu2</sub>) of the concrete and were selected to clearly illustrate the behavior of the materials under stress.<em>&nbsp;</em></p>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B500N, (b) Stress-strain diagram of concrete C16/20 and C40/50&nbsp;}}}\\]</em></p>\n<figure data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1768bd9b-d9be-4e3c-920c-92695c031d8d/table%202.3_material%20properties_2.png\" data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" alt=\"\"></figure>\n<h2>Modelling with 3D-CSFM</h2>\n<p>In the IDEA StatiCa Detail application, there are model types: the 2D model type utilizes the established CSFM method, while the 3D model type features the newly developed beta version of the 3D-CSFM method. Within the 3D model type, users can choose between two classes of models: 3D Wall and Solid Block.&nbsp;</p>\n<ul>\n  <li>Each class of 3D models within IDEA StatiCa Detail utilizes a different mesher, specifically chosen and optimized for fast and stable calculations. The shape and size of the mesh elements are finely tuned to enhance the performance and accuracy of model computations.&nbsp;</li>\n  <li>Both 3D model classes in IDEA StatiCa Detail use tetrahedron elements for meshing. Specifically, the 3D wall class features mesh elements shaped in a ratio where one dimension is significantly smaller than the other two, effectively mirroring the shape of a wall. This design choice optimizes the mesh for accurate representation and analysis of wall-like structures. The model class \"Solid Block\" general size mesh elements, which are designed to provide a balanced approach to meshing that is suitable for a wide variety of solid geometries. This method ensures efficient and effective analysis across different scenarios.</li>\n  <li>The material of the 3D Wall model is designed as an orthotropic material. This means that the lateral shear stress is transferred by the concrete, accommodating the unique structural behaviors typical of wall elements.&nbsp;</li>\n  <li>To ensure optimal meshing for the 3D wall model class, tailored for wall structures, the mesh multiplier factor was adjusted to 0.7. This was crucial to match the number of elements with those in the Solid block model class, which was set up for the unit test using default settings.</li>\n</ul>\n<h4>Geometry</h4>\n<p>When defining the geometry of the tested specimen in the IDEA StatiCa Detail application (both 2D and 3D environment), the length was set as the variable length (1.0m, 2.5m, 4.0m) plus an additional 1.15 meters. On this additional length of 1.15 meters, supports were defined on top and bottom surfaces with rigid stiffness in all directions.</p>\n<h4>Loads</h4>\n<p>In the tests, the loads were defined differently based on the model type. In the 2D model type, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment on 3D Wall model class, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment for the solid block model class, the load was applied as a surface load measuring 0.3 x 0.3 m at the end of the beam. In the analytical approach, a point load was utilized, positioned to correspond with the resultant force derived from the other model types.</p>\n<figure data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/630701e4-9e3a-4cea-8b94-97519b401a04/Solid%20block%20WC%205%20m%20load.png\" data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4\\qquad Surface load on Specimen: 3D Solid Block WC 4.0}}}\\]</em></p>\n<h2>Calculated Critical Load&nbsp;</h2>\n<p>In the comparison figure 1.5 featuring six model variants distinguished by length and options of WC (weak concrete) and WR (weak reinforcement), the 3D methods generally exhibit a solid match. Notably, the 3D Wall model class's mesh factor was adjusted to 0.7 to equalize the number of elements across the model's height, making it comparable to the solid block general model. The 3D results are slightly higher than the 2D CSFM solutions, as expected due to the inclusion of triaxial stresses and simplifications in 2D CSFM. Analytical results align with 3D and 2D CSFM in most cases, except for higher values in short 1.0 m WC and WR scenarios, where shear interactions (concrete strut in compression) significantly impact but are overlooked analytically, explaining the lower values from 3D models. This is corroborated by 2D CSFM results.</p>\n<figure data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/870661e6-e17d-4c74-af56-6e6001ceb548/critical_load_chart.png\" data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5\\qquad Calculated Critical Load}}}\\]</em></p>\n<h2>Load-deformation response</h2>\n<p>The comparison of diagrams across the different methodologies reveals distinct behavior patterns for each. The 2D-CSFM is depicted with a black dotted line, the 3D-CSFM Wall model class with a red solid line, the 3D-CSFM Solid block model class with a blue dotted line, and the standard approach based on section check according to EN with an orange solid line. Displacement and forces were measured from the end of the cantilever.&nbsp;</p>\n<p>In the diagrams, the analytical results are represented by a constant line, indicating that only a single value for the bending resistance of the given specimen is obtained. This portrayal underscores the static nature of analytical results in contrast to the incremental approach for nonlinear solution.</p>\n<p>In Figure 1.6, there was a strong correlation between the results from the 3D-CSFM and the 2D-CSFM across all tests, aligning well within the range of available measurement data. The analytical approach, however, showed higher force values, anticipated due to its exclusion of shear resistance interaction, especially significant given the beam's 1.0 m length. This highlights the analytical method's limitations in fully capturing the comprehensive forces affecting the specimen.&nbsp;</p>\n<figure data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c59c4c0-8f1c-4043-992d-16b8ac9d8323/WC%201.0%20Chart.png\" data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6\\qquad Calculated Load-Deformation respond: (a) WR 1.0, (b) WC 1.0&nbsp;}}}\\]</em></p>\n<p>In Figure 1.7, which captures load-deformation responses for models with a length of 2.5 meters, all methods show a great match in results. Both 3D models align closely with the analytical results calculated by EN. Comparatively, the 3D method exhibits slightly higher values than the 2D CSFM solution, yet these differences remain within a tolerable margin.</p>\n<figure data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/96d9b437-92a2-4782-aec4-e57bed98a45e/chart%20wc%202.5m_1.2.png\" data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7\\qquad Calculated Load-Deformation respond: (a) WR 2.5, (b) WC 2.5}}}\\]</em></p>\n<p>In the final Figure 1.8, a good correlation is observed among the methods, with the 3D models displaying higher values than both benchmark results. These variances, however, remain within acceptable limits.</p>\n<figure data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/674b490f-3316-49f4-a4c5-9ade9016f9b9/WC%204.0%20Chart.png\" data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.8\\qquad Calculated Load-Deformation respond: (a) WR 4.0, (b) WC 4.0}}}\\]</em></p>\n<figure data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1db0002e-c422-4908-848d-91fb304e18b2/Table%202.4%20failure%20modes.png\" data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" alt=\"\"></figure>\n<figure data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9154f3e-bcff-4de3-8502-63e1e6cd8601/Comparasion_Detail_to_Capacity.png\" data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" alt=\"\"></figure>\n<figure data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63db0112-123a-4fe9-9a12-29e7c2d24b37/sigma_s_wr_5.png\" data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.9\\qquad Calculated value of reinforcement stress&nbsp;on WR 4.0 different model types:&nbsp;(a) 2D, (b) 3D - Solid Block, (c) 3D - Wall}}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p>Given the close alignment between the 3D-CSFM results and those from 2D-CSFM and analytical methods, several conclusions can be drawn:</p>\n<ul>\n  <li>The newly developed 3D-CSFM, although still in its beta version, is already demonstrating promising results.</li>\n  <li>In the load-deformation response and critical load evaluations, the 3D-CSFM shows a strong alignment with the analytical approach where shear effects are minimal. However, in scenarios where shear interactions significantly influence structural resistance, a decrease in resistance is observed. This is an expected outcome and validates that the solver is performing correctly.</li>\n  <li>In the analysis of a cantilever beam subjected to simple bending, both classes of 3D models—the Wall Element and Solid Block—exhibit similar behavior. This consistency underscores the robustness of the 3D-CSFM approach in modeling such structural scenarios.</li>\n</ul>"
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                    "value": "<h2>Introduction</h2>\n<p>The passive confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to confinement provided by surrounding materials, such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Mechanisms of passive confinement</strong>:\n    <ul>\n      <li><strong>Internal confinement</strong>: Achieved through transverse reinforcement such as ties, stirrups, or spirals within reinforced concrete. These reinforcements prevent the concrete from cracking and bulging outward.</li>\n      <li><strong>External confinement</strong>: Involves the use of external materials like fiber-reinforced polymer (FRP) wraps, steel jackets, or concrete jackets applied around the structural member. This method is often used for retrofitting and strengthening existing structures.</li>\n    </ul>\n  </li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Confinement is widely used in the design of columns, bridge piers, and other critical structural elements. It is also used in retrofitting and strengthening existing structures to improve their load-carrying capacity.</li>\n</ol>\n<p>In the following figure, you can observe how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff38065e-58f4-4de6-ae36-7f859e63e19f/Passive%20confinment%20model.png\" data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Stress-strain model proposed for monotonic loading of confined and unconfined concrete [2]}}}\\]</em></p>\n<h2>Columns subjected to high compressive loading&nbsp;– a passive confinement example</h2>\n<p>In this example, we compare several differently shaped columns subjected to high compressive loading with different topologies and reinforcement ratios, calculated in IDEA StatiCa Detail and calculated by different analytical approaches by Morger, et al. [1], which are given in several current standards –&nbsp;<em>fib</em> Model Code for Concrete Structures 2010 (MC 2010) [3], SIA 262:2013 Concrete Structures (SIA 262) [4], and Eurocode 2 - Design of concrete structures EN 1992-1-1:2023 (EC 2) [5].</p>\n<p>Before we get into the verification itself, let's recall the theoretical basics of 3D CSFM implemented in the application IDEA StatiCa Detail – <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h3>Analytical methods</h3>\n<p>The whole verification is based on the analytical approaches already mentioned in [1]. In this text, we will only give a basic description of the analytical methods of calculation including the relevant formulas. For a better understanding, we recommend studying the paper [1] in more detail.</p>\n<p>The load-bearing resistance of an RC member in compression can be obtained by summing up the three individual components with their associated cross-sectional areas: (i) the uniaxial concrete compressive strength of the entire concrete cross-section, (ii) the compressive strength of the longitudinal reinforcement, and (iii) the increase in concrete compressive strength due to a triaxial stress state provided by confining reinforcement:</p>\n<p>\\[N_{R}=\\underset{(i)}{\\underbrace{f_{c}\\cdot A_{c}}}+\\underset{(ii)}{\\underbrace{(f_{sy.l}-f_{c})\\cdot A_{s.l}}}+\\underset{(iii)}{\\underbrace{\\Delta f_{conf}\\cdot A_{conf}}}\\]</p>\n<p>where <em>f</em><em><sub>c</sub></em> = uniaxial concrete compressive strength, <em>A</em><em><sub>c</sub></em> = concrete cross-section area, <em>f</em><em><sub>sy,l</sub></em> and <em>A</em><em><sub>s,l</sub></em> = yield strength and total cross-sectional area of longitudinal reinforcement, <em>Δf</em><em><sub>conf</sub></em> = concrete compressive strength increase due to confinement, and <em>A</em><em><sub>conf</sub></em> = governing confined concrete area.</p>\n<p>In this article, the coordinate system of an RC member in compression is chosen such that the loading direction coincides with the x-axis, which is referred to as the longitudinal direction. The y and z-directions are, thus, referred to as lateral directions.</p>\n<figure data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6623bde0-2bef-429d-bdc7-8619c947b2a0/most%20important%20geometrical%20parameters.png\" data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Definition of most important geometrical parameters [1]}}}\\]</em></p>\n<p>The increase of the concrete compressive strength <em>Δf</em><em><sub>conf</sub></em> due to confinement is approximately four times the lateral compressive stress [6].</p>\n<p>\\[\\Delta f_{conf}=4\\cdot min(\\sigma_{confy},\\sigma_{confz})\\]</p>\n<p>Assuming yielding of the confining reinforcement and full dispersion of the confining forces, the confining stresses follow equilibrium as:</p>\n<p>\\[\\sigma_{confy}=\\frac{\\sum A_{s.confy}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csz}};\\sigma_{confz}=\\frac{\\sum A_{s.confz}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csy}}\\]</p>\n<p>Where <em>f</em><em><sub>sy.conf</sub></em> is the yield strength of confining reinforcement.</p>\n<p>The following sub-sections present the different existing approaches to determine the governing confined concrete area <em>A</em><em><sub>conf</sub></em> (and the corresponding effectiveness factor k) according to current design guidelines (EC 2, SIA 262, and MC 2010) and according to a new model approach for passive confinement presented in [1].</p>\n<h4>Design approaches according to design guidelines</h4>\n<p><strong>EC2 </strong>determines the governing confined concrete area <em>A</em><em><sub>conf,EC2</sub></em> based on arching action between the discretely distributed load introduction points of the confining reinforcement.</p>\n<p>\\[A_{conf.EC2}=\\underset{A}{\\underbrace{\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)}}\\cdot \\underset{B}{\\underbrace{\\left( \\frac{(b_{csy}\\cdot s_{x}/2)\\cdot(b_{csz}-s_{x}/2)}{b_{csy}\\cdot b_{csz}}\\right)}}\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>This equation, applicable to rectangular crosssections, is based on the work of Mander [2]. For more information and an understanding of parts A and B, refer to [1].</p>\n<figure data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/38782f2d-a9f4-4eb7-a10b-16a298b9d0bc/Confined%20concrete%20area%20according%20to%20EC2.png\" data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Definition of confined concrete area according to EC 2: (a) confined concrete area at the section of a confining }}}\\) \\( \\textsf{\\textit{\\footnotesize{reinforcement layer (e.g., x = sx/2), (b) and (c) longitudinal dispersion of confining forces, (d) governing confined concrete }}}\\) \\( \\textsf{\\textit{\\footnotesize{area at the center between two confining reinforcement layers (e.g., x=0, dotted lines indicating section from (a) as reference).}}}\\)</em></p>\n<p>It is worth mentioning that in EC2, the effectiveness factor of the confining reinforcement&nbsp;<em>k</em> is used to express the load-bearing resistance. Factor <em>k</em> is the ratio between the governing confined concrete area <em>A</em><em><sub>conf</sub></em> and the cross-sectional area Ac.</p>\n<p>\\[k=\\frac{A_{conf}}{A_{c}}\\]</p>\n<p>Using this factor, the load-bearing resistance <em>N</em><em><sub>R</sub></em> can be rewritten as:</p>\n<p>\\[N_{R}=\\left( f_{c}+k\\cdot \\Delta f_{conf}\\right)\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}\\]</p>\n<p>The effective factor is then defined as:</p>\n<p>\\[k=\\left(\\frac{b_{csy}\\cdot b_{csz}-\\frac{1}{6} \\sum b_{i}^{2}}{b_{cy}\\cdot b_{cz}}\\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>For the purposes of this article, however, we will stick to the load-bearing resistance <em>N</em><em><sub>R</sub></em> expression from the beginning of the chapter over the use of the governing confined concrete area <em>A</em><em><sub>conf</sub></em>.</p>\n<p><br></p>\n<p><strong>SIA 262</strong> defines the governing confined concrete area <em>A</em><em><sub>conf,SIA262</sub></em> based on the stress field illustrated in Figure 4, proposed by Sigrist [7].</p>\n<p>\\[A_{conf.SIA262}=(b_{csy}-s_{x})\\cdot (b_{csz}-s_{x})\\]</p>\n<figure data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/347a80eb-2fa9-45fb-905b-0467fd46546f/Confined%20concrete%20area%20according%20to%20SIA%20262.png\" data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Definition of the confined concrete area according to SIA 262: (a) stress field and (b) lateral section at the level&nbsp;}}}\\) \\( \\textsf{\\textit{\\footnotesize{of the confining reinforcement (e.g., x = sx/2).&nbsp;}}}\\)</em></p>\n<p><br></p>\n<p><strong>MC 2010</strong> defines the governing confined concrete area as a combination of the two models forming the basis of the EC 2 and SIA 262 formulation:</p>\n<p>\\[A_{conf.MC2010}=\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)\\cdot \\left( \\frac{(b_{csy}\\cdot s_{x})\\cdot(b_{csz}-s_{x})}{b_{csy}\\cdot b_{csz}}\\right)\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csz}} \\right)\\]</p>\n<p><br></p>\n<p><strong>The new model approach for passive confinement</strong> introduced in [1] defines the simplified confined concrete area <em>A</em><em><sub>conf,simp</sub></em> as a function of the confining reinforcement geometry and spacing.</p>\n<p>\\[A_{conf.simp}=\\left(b_{csy}-\\frac{\\sqrt{s_{x}^{2}+s_{z}^{2}}}{2}\\right)\\cdot \\left(b_{csz}-\\frac{\\sqrt{s_{x}^{2}+s_{y}^{2}}}{2}\\right)\\]</p>\n<h3>IDEA StatiCa Detail models</h3>\n<p>Models are of the solid block type with various plan dimensions <em>b</em><em><sub>cy</sub></em> x <em>b</em><em><sub>cz</sub></em>, height <em>h</em><em><sub>x</sub></em>, and stirrups distance <em>s</em><em><sub>x</sub></em> made of C30/37 concrete supported by rigid surface support in the X, Y, Z direction at the bottom surface. For the sake of the stability of the top concrete cover in the model, the top surface is also supported in horizontal directions by rigid support. Concrete cover <em>c</em> is 30 mm for all models. There are always four longitudinal rebars with the diameter <em>Φ</em><em><sub>s,l</sub></em><em> = 10 mm</em>. Stirrups, the confining reinforcement, and longitudinal bars are modeled from steel B500B. All calculations are in characteristic values.</p>\n<figure data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6056a8a4-94ea-43e1-974d-f85cd120b862/Passive%20confinement%20models.png\" data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad IDEA StatiCa Detail models a) 0.75 x 1.5 x 4.0; b) 1.0 x 1.0 x 4.0; c) 0.75 x 2.5 x 5.0; d) 2.0 x 2.0 x 6.0}}}\\]</em></p>\n<p>A load greater than the expected load capacity is always applied. The program then searches for the maximum possible applicable load so that one of the defined criteria is not exceeded. In this case, it is always the limit strain criterion of the stirrup reinforcement, which is a maximum of 5%, but due to the implemented Tension stiffening, the limiting value is usually lower. For more details, see <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>.&nbsp;</p>\n<p>In the following figure, it can be seen that the calculation of model 0.75 x 1.5 x 4.0 was stopped and a multiple of the applied load was found as the maximum load that the element can resist.</p>\n<figure data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/358337a5-e90c-487d-b844-b595f16be1f0/Passive%20confinement%20limit%20strain.png\" data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad IDEA StatiCa Detail – limit strain in reinforcement}}}\\]</em></p>\n<h3>Comparison of individual models</h3>\n<p>In the following tables and graphs, we present a comparison of all models created in the IDEA StatiCa Detail application and analytical approaches, including all intermediate results for one rectangular and one square model. However, there are auxiliary variables that need to be defined first.</p>\n<p><em>Φ</em><em><sub>s,l</sub></em> and <em>Φ</em><em><sub>s,conf</sub></em> are the diameters of longitudinal and confining reinforcement, <em>n</em><em><sub>y</sub></em> and <em>n</em><em><sub>z</sub></em> are the numbers of spaces <em>s</em><em><sub>y</sub></em> and <em>s</em><em><sub>z</sub></em> (meaning that the number of stirrup legs is <em>n+1</em>), <em>N</em><em><sub>R,uncf</sub></em> and <em>N</em><em><sub>R,conf</sub></em> are defined as follows:</p>\n<p>\\[N_{R,uncf}=f_{c}\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}; N_{R,conf}=\\Delta f_{conf}\\cdot A_{conf}\\]</p>\n<h4>Rectangular model a) 0.75 x 1.5 x 4.0</h4>\n<figure data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/03c627fb-abc9-460a-8076-320591572b40/0.75_1.5_4%20-%20intermidi.png\" data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" alt=\"\"></figure>\n<figure data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/abdce0f1-fc7d-4ee0-8e9e-ff7e68387e74/0.75_1.5_4%20-%20capacity.png\" data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" alt=\"\"></figure>\n<figure data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5975a9e8-2bfb-4d3d-82af-b7e0195c1cfc/0.75_1.5_4%20-%20ratios.png\" data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" alt=\"\"></figure>\n<figure data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0d6eed8-4316-4d91-a606-60b0d0a404f1/0.75_1.5_4%20-%20lbc.png\" data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ee09da0c_0ef6_0164_bae7_ba88270dd704\"></object>\n<h4>Square model b) 1.0 x 1.0 x 4.0</h4>\n<figure data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9043e607-1941-47ac-9832-5d5306eda1f0/1_1_4%20-%20intermidi.png\" data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" alt=\"\"></figure>\n<figure data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d08268c-6815-4628-84dc-361c064a4978/1_1_4%20-%20capacity.png\" data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" alt=\"\"></figure>\n<figure data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6dee50d-146e-4694-8aaa-1538379b1645/1_1_4%20-%20ratios.png\" data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" alt=\"\"></figure>\n<figure data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a5bbd9cb-0d03-41a0-9606-d1ca3265c9df/1_1_4%20-%20lbc.png\" data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3da22c56_c93b_0195_202d_02df21b941f6\"></object>\n<h4>Rectangular model c) 0.75 x 2.5 x 5.0</h4>\n<figure data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7dde6f32-d58c-4e19-8835-c0101e6c7e62/0.75_2_5%20-%20lbc.png\" data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n14a40d45_5e31_01fa_7d34_725af70e1e3f\"></object>\n<h4>Square model d) 2.0 x 2.0 x 6.0</h4>\n<figure data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/222fccb8-f601-41fe-b2aa-290ae7e5351c/2_2_6%20-%20lbc.png\" data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1bc8ae97_dcc3_0117_d9fb_2be2c6543497\"></object>\n<h2>Conclusion</h2>\n<p>Several conclusions can be drawn from the results presented above. In general, the 3D CSFM results have been shown to be quite conservative, especially for square models where the increase in load capacity due to the confinement is less than half in some examples. Good conformity, within 2% deviation, can be observed for rectangular models. Among the analytical methods investigated, the EC2 approach shows the best match in all models. This verification demonstrates that the use of 3D CSFM is safe from a passive confinement point of view and in accordance with the established methods of standards.</p>\n<h2>References</h2>\n<p>[1] MORGER, Fabian; KENEL, Albin a KAUFMANN, Walter. Passive confinement of reinforced concrete members revisited. Online.&nbsp;<em>Structural Concrete</em>. ISSN 1464-4177. <a href=\"https://doi.org/10.1002/suco.202400209\">https://doi.org/10.1002/suco.202400209</a>.</p>\n<p>[2] Mander JB, Priestley MJN, Park R. Observed stress-strain behavior of confined concrete. J Struct Eng. 1988;114:1827–49. <a href=\"https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)\">https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)</a></p>\n<p>[3] International Federation for Structural Concrete (fib). Model code for concrete structures 2010; 2013.</p>\n<p>[4] SIA. Swisscode SIA 262: concrete structures. Zurich, Switzerland: Swiss society of engineers and architects (SIA); 2013.</p>\n<p>[5] EN 1992-1-1:2023. Eurocode 2—Design of concrete structures—Part 1-1: General rules and rules for buildings, bridges and civil engineering structures; 2023.</p>\n<p>[6] Nielsen MP, Hoang LC. Limit analysis and concrete plasticity. 3rd ed. Boca Raton, FL: CRC Press; 2011. <a href=\"https://doi.org/10.1201/b10432\">https://doi.org/10.1201/b10432</a></p>\n<p>[7] Sigrist V. Zum Verformungsvermögen von Stahlbetonträgern [On the deformation capacity of structural concrete girders]. Doctoral Thesis. ETH Zürich; 1995. <a href=\"https://doi.org/10.3929/ethz-a-001492371\">https://doi.org/10.3929/ethz-a-001492371</a></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In the upcoming article, we aim to explore shear failure in beams with low amounts of stirrups. We will compare experimental data with the 3D-CSFM Solid Block model to analyze load-deformation responses and predict failure modes. This unit test includes three examples, each varying in the amount of reinforcement and dimensions of the beam. Additionally, this article extends the existing verification of the 2D CSFM[1], offering a more detailed examination of mesh variations and the number of examples. All CSFM based methods were conducted in IDEA StatiCa Detail application using mostly default settings. Further insights on this topic will be discussed later in the article.</p>\n<h2>Definition of failure modes</h2>\n<p>To facilitate the comparison of failure modes observed in the experiments with those predicted by the CSFM, the failure modes are categorized as either flexural (F) or shear (S). Although yielding of the reinforcement does not constitute a material failure per se, it is included as a part of the failure mode classification in conjunction with concrete crushing. This distinction is crucial for identifying concrete crushing failures that occur without reinforcement yielding—which are typically very brittle—from those that occur after the reinforcement has yielded, which can demonstrate a degree of deformation capacity.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.1\\qquad Definition of failure modes}}}\\]</em></p>\n<figure data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12ea1af8-8f18-4bfe-9bfa-b939452a7cf1/Failure%20modes.png\" data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this unit test all beams were supported as simple beams and loaded with a single mid-span force. Parameters as dimension reinforcement of the beam can be seen from Fig 2.1. This table includes information such as the diameter of the shear reinforcement (Ø<sub>t</sub>), spacing (s<sub>t</sub>), and the geometric reinforcement ratio (ρ<sub>t,geo</sub>). Additionally, details regarding the flexural reinforcement, including the number (n<sub>l</sub>) and diameter (Ø<sub>l</sub>) of the bars, as well as the geometry of the beams—effective depth (d), shear slenderness ratio (a/d), and width (b)—are presented. The test designated R 500m352, conducted by Huber in 2016[3], utilized specimens reinforced with one-leg hooks. In contrast, test specimens A1 and A3, which were part of an experiment performed by Vecchio and Shim in 2004[2], used two-leg closed stirrups for reinforcement.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.1\\qquad Dimensions and mode of Reinforcement: (a) R500m352, (b) A1, A3 }}}\\]</em></p>\n<figure data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/70aa47e6-ecf5-4b9c-9fd8-53134e2d0446/Reinforcement%20drawing%20scketch.png\" data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.2\\qquad Reinforcement Properties}}}\\]</em></p>\n<figure data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9530187-788b-4ad4-b3ba-e1cfb9174c6b/Reinforcement%20ammount%20properties.png\" data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" alt=\"\"></figure>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchors used in the CSFM analysis are detailed in Table 1.3. Most of the necessary material properties for input into the CSFM were stated in the reports of the given experiments. Values that were not explicitly stated and therefore assumed are marked in the table.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.3\\qquad Material Properties}}}\\]</em></p>\n<figure data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/59eb1c14-1305-4de5-b603-ad45bc2f4816/Material%20properties%20table%206.11.png\" data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.2\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement, (b) Stress-strain diagram of concrete}}}\\]</em></p>\n<h2>Modeling with 3D-CSFM</h2>\n<p>Material and reinforcement parameters utilized in both the 2D and 3D CSFM analyses were sourced from Table 1.2 and Table 1.3, respectively. In the 3D-CSFM, beams were modeled using the solid block model class in IDEA StatiCa Detail. Loading on the beams was applied at mid-span as a surface load over an area of 0.2 m by <em>b</em> (the width of the beam), with the resultant force acting in accordance with experimental data. The support conditions for the beams were modeled as simply supported, utilizing a surface support measuring 0.15 m by 0.30 m. This configuration was designed to replicate experimental setup conditions accurately and provide a realistic simulation of beam behavior under load.</p>\n<p>As previously stated, nearly all parameters, including the mesh size, are maintained as per the default settings in IDEA StatiCa Detail. However, a specific adjustment was made for the modeling of stirrups: the \"Pull-Out model\" was explicitly employed instead of the default \"Tension Chord model\". This model is automatically applied in the 2D-CSFM model under the Beam class for stirrups. The modification was implemented to ensure accurate calculation of stirrups in the 3D-CSFM Solid Block model type within the IDEA StatiCa Detail's <em>developer</em> mode. This adjustment is pivotal for aligning the simulation closely with the physical behaviors observed in experimental setups, particularly in how stirrups are subjected to loads in the models.</p>\n<p>Read more about the Tension Chord model and Pull-Out model in the <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Theoretical background</a><br>\n<br>\nAll partial factors in IDEA StatiCa Detail are set to value 1.0.&nbsp;</p>\n<figure data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3a844f90-c8a4-4621-aab9-a2227b27e7ca/Loads.png\" data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.3\\qquad Loads in IDEA StatiCa Detail: (a) 3D-CSFM: A1 - Vecchio and Shim (2004), (b) 2D-CSFM: R500m352 - Huber (2016)}}}\\]</em></p>\n<h2>Load deformation Response</h2>\n<p>The comparison between the numerical methods and the experimental data can be visualized in Figure 2.4. In this figure, the experimental data is represented by a black dashed line, while the 2D-CSFM is depicted with a blue solid line and the 3D-CSFM with a red solid line. The graphs demonstrate a strong correlation between the numerical methods and the experimental data, indicating that the simulations are effectively capturing the behavior observed in physical experiments. This alignment suggests that the numerical models are robust and provide a reliable basis for analyzing the structural response under tested conditions.</p>\n<figure data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0510583b-9193-40f4-8c43-decf1dec6e5c/load_deformation_respons.png\" data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" alt=\"\"></figure>\n<figure data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c3d23bd-24d9-4eaa-8fcc-e97efac3c08f/load_deformation_respons_a3.png\" data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.4\\qquad Load-Deformation Respons: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<p>The comparison of the critical load can be seen from Figure 2.5 and percentage of compliance from the Table 1.4. For all examples consistent alignment with experimental findings.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.5\\qquad Critical Load: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<figure data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/335a9b22-0c8c-4dc4-b090-3446d94b0040/critical_load.png\" data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.4\\qquad Critical Load comparison}}}\\]</em></p>\n<figure data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cc9573f-e235-4e42-8494-6a1b77eef872/percentual%20difference%20between%20CL.png\" data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.5\\qquad Critical Load and Failure mode type comparison}}}\\]</em></p>\n<figure data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b81c8859-f5a2-446b-865d-1350c9fee7f3/LOAD%20AND%20DEFORMATION.png\" data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" alt=\"\"></figure>\n<h2>Conclusion&nbsp;</h2>\n<p>In the unit test, a comparison is made between the experimental behavior and the CSFM simulations, both in 2D and 3D, of a beam with a low amount of reinforcement. Key insights from the article include:</p>\n<ul>\n  <li>Both the 2D and 3D CSFM simulations closely match the experimental data, demonstrating their capability to accurately predict the structural behavior of beams with minimal reinforcement.</li>\n  <li>The use of solid block modeling in 3D and the equivalent 2D modeling techniques are effective in representing the actual conditions of the beams under load, as validated by the strong correlation with experimental results.</li>\n  <li>The results of the load-deformation response, critical load comparison, and failure mode prediction show a strong agreement with experimental outcomes. This strong alignment underscores the effectiveness and accuracy of the CSFM simulations in modeling the actual behavior of beams under various loading conditions.</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<figure data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d365fafa-2e8b-44aa-9ab3-295954954b39/r500m352%20results%20summary.png\" data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.6\\qquad Stress field results R500m352}}}\\]</em></p>\n<h2>References&nbsp;</h2>\n<p>[1] - Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p>[2] - Vecchio, F.J., and W. Shim. 2004. “Experimental and Analytical Reexamination of Classic Concrete Beam Tests.” Journal of Structural Engineering 130 (3): 460–69.</p>\n<p>[3] -&nbsp;Huber, P. 2016. “Beurteilung der Querkrafttragfähigkeit bestehender Stahlbeton- und Spannbetonbrücken.” PhD thesis, Wien: TU Wien, Faculty of Civil Engineering.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                    "value": "This article aims to verify and validate the performance of in situ bonded anchors with different embedded lengths and compare their performance with relevant standards such as EN 1992-1-1 and the CEB-FIB model code. The main variables that have been examined are the maximal force and failure modes."
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                    "value": "<h2>Introduction</h2>\n<p>Load capacity of anchors bonded in concrete is dependent on many factors. Concrete and anchor material strength and bond between anchor and concrete are crucial material parameters that determine the anchor behavior. Other factor, not of less importance, is the anchor (and possibly whole foundation block) geometry. Length of anchor and presence of other reinforcement plays also an important role in anchor performance.</p>\n<p>The purpose of this article is to verify and validate CFSM based calculation of anchors bonded in reinforced concrete. Various anchor length is chosen according to available literature data [1] for validation. Verification of the presented approach is based on (I) comparison with other well-established software for numerical simulations of material behavior and (II) compliance with standard design codes.&nbsp;</p>\n<h2>Experiment description</h2>\n<p>The experimental campaign [1] involves testing full-size anchors bonded in a concrete block. The rods are made of ribbed bar (FeE500B) and are 20 mm in diameter. For the ribbed bar, the steel yield strength is 585 MPa, the ultimate strength is 700 MPa, the ultimate strain at failure is 16%, and the elastic modulus is 210 GPa. Three different depths (100, 150, 200 mm) are being tested to observe bond, concrete cone, or rod failure. The anchors are cast in a reinforced concrete block (2250x1850x600 mm) to prevent splitting failure and edge effects. The EDF(Electricity of France)-recommended minimum reinforcement is installed, consisting of one layer of 20 and 25 mm diameter ribbed bars in both directions on the upper and lower parts of the block.</p>\n<p>Additionally, some 12 mm diameter stirrups are installed to support the two layers of reinforcement. The reinforcement rate is 0.64%. The concrete grade used is C40/50. The concrete block is secured using two metal sections connected to the test slab with four prestressing bars. No confining pressure is applied around the anchorage. The hydraulic jack is fixed to the anchorage by two symmetrical rods. The quasi-static tensile loading is displacement-controlled with a loading rate of 1 mm/min, and the load is applied until the anchor fails.&nbsp;</p>\n<figure data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bed29f4e-6668-4ca4-86ae-b73971bc6a1a/01.png\" data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" alt=\"\"></figure>\n<p><em>1) Pull out test setup - coming from article: Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths - Fabien Delhomme, Thierry Roure ,Benjamin Arrieta, Ali Limam</em></p>\n<figure data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0476497e-3f50-471c-9816-a328f41dd074/02.png\" data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" alt=\"\"></figure>\n<p><em>2) Reinforcements and anchor layout</em></p>\n<h2>3D CSFM -Compatible Stress Field Method</h2>\n<h3>Theory&nbsp;</h3>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;Mohr-Coulomb&nbsp;plasticity theory for monotonic loading. The method&nbsp;examines concrete behavior in terms of principal stresses, while neglecting the concrete tensile strength. The effect of concrete tension is only taken into account in Tension stiffening of steel rebars.<br>\nThe reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM&nbsp;is not suitable for simulating plain concrete&nbsp;due to the absence of tension, which may result in misleading deformation and model divergence. <br>\nGenerally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle&nbsp;<em>φ</em>&nbsp;and cohesion parameter&nbsp;<em>c</em>.&nbsp;3D CSFM assumes a zero angle of internal friction, leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant. More can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Theoretical Background</strong></a><strong> </strong>[2].</p>\n<h3>Model assembly</h3>\n<p>The FEA model is constructed using concrete tetrahedral elements of higher order, with embedded 1D rod representing reinforcements interconnected via MPC( Multi-Point-Constraints) and bond elements to allow slip. The reinforcement bars are split into two surface layers with a cover of 60 mm and shear links (see Fig. 2). The model utilizes surface support with restricted X, Y, Z degrees of freedom over a width of 200 mm. Casted anchors are positioned in the middle of the testing specimen, and the length of the anchor varies from 100-200 mm to test all possible failure modes.</p>\n<figure data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b1fe644-ce49-46f0-8ad6-bd895d4a83f4/04.png\" data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" alt=\"\"></figure>\n<p><em>3) Model assembly</em></p>\n<h3>Anchor model</h3>\n<p>The anchor is modeled using a ROD element that can only transfer compression and tension. The important aspect is the bond model and how the anchor is connected to the surrounding concrete to ensure the flow of forces and stress during an interaction between the concrete, anchor, and reinforcements. The connection has a specific linear shear stiffness G<sub>b</sub>, which depends on the modulus of elasticity of concrete E<sub>cm</sub> and the diameter of the anchor. More about the bond model can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a> [2].</p>\n<figure data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f22d2a3-3f60-40ee-b28d-24bd2439a719/03.png\" data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" alt=\"\"></figure>\n<p><em>4) Bond model and MPC</em></p>\n<h2>Design standards</h2>\n<h3>CEB-FIB mode code 2020</h3>\n<p>The engineers have the support in the code and valid standards. This statement evokes the impulse to compare the experimental solution with code - solutions to verify the safety of current standards and codes. The concrete properties C40/50 have been taken from code properties. Material properties for reinforcement bars and anchors were experimentally tested and the data were provided. We have verified the solution for unconfined concrete and the subcategory of good/other bond conditions. The CEB-FIB mode code [3] provides a clear definition of how the bond works. The inputs have been used for numerical simulation of anchor in ABAQUS [4].&nbsp;</p>\n<figure data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ceffed56-48bf-4482-81b0-c17fd1ed0a14/05.png\" data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" alt=\"\"></figure>\n<p><em>4) CEB-FIB mode code 2020 - Bond model</em></p>\n<h3>Eurocode 1992-1-1</h3>\n<p>The Eurocode 1992-1-1 [5] assumption has been used as a prerequisite for <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>. The rigidly-plastic model with a characteristic and experimental calculated bond model has been used for simulation and comparison with an experimental solution.&nbsp;</p>\n<figure data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e19364e8-9cdf-44a0-902f-f9c8fd581f01/06.png\" data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" alt=\"\"></figure>\n<p><em>5) Eurocode 1992-1-1 and 3D CSFM - Bond model</em></p>\n<h2>Eurocode 1992-4</h2>\n<p>The characteristic values have also been compared with Eurocode 1992-4 [6], which is implemented in <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">IDEA StatiCa Connection</a>. This provides insight into how the reinforcement in the concrete block affects the local behavior of the anchor. It allows checking for effects such as anchor failure in tension and concrete cone breakout.</p>\n<figure data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56e0ddb4-bec2-4b4d-a27f-1f99e44effcc/07.png\" data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" alt=\"\"></figure>\n<p><em>6) a) Rod failure in tension; b) Concrete cone breakout</em></p>\n<h2>ABAQUS - Concrete Damage Plasticity</h2>\n<h3>Assumptions</h3>\n<p><a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">Concrete Damage Plasticity</a>&nbsp;(hereafter CDP) is based on the Drucker-Prager plasticity condition [7]. This model is suitable for materials with internal friction, such as soils or concrete. The tensile strength is significantly lower than the compressive strength and the hydrostatic part of the stress tensor plays a role in the evolution of the plasticity surface. Under general stress, the plasticity condition has the surface of a rotating cone. The material model for compressive and tensile stresses also considers post-critical behavior, which is controlled by the so-called damage parameters, taking values from zero (undamaged) to one (for near-zero stiffness of concrete in compression or tension in the post-critical condition). The larger the damage parameter number, the more the element is violated and does not contribute to the stiffness contribution.</p>\n<h3>Material models</h3>\n<p>The uniaxial material model in compression and tension for concrete is based on Thorenfeldt's theory [8]. All inputs are characteristic values that follow the reliability approach of EN 1992-1-1 [5]. The parameters for material model of reinforcement and anchor are taken from chapter \" Experimental description,\" with linear hardening considered in the plastic branch of the diagram.&nbsp;</p>\n<h3>FEA elements</h3>\n<p>The C3D8, or hexa-element with a linear basis function and eight integration points, was used for the FEM model of concrete. The concrete and reinforcement comprise T3D2 elements that transmit only axial effects. The interaction between the reinforcement and the concrete is provided by MPC constraints on which tension-stiffening is taken into account, which covers, to some extent, the cohesion model or dowel effect.&nbsp;</p>\n<h3>Model assembly</h3>\n<p>The FEA model is designed with symmetry boundary conditions to minimize computation costs and improve the efficiency and speed of the solution. It's important to note that due to the reduced model, the forces on the anchor will reach one-quarter of the maximum force. The mesh has been uniformly distributed using a bias ratio, which consistently decreases the mesh size of the concrete towards the anchor location. The mesh size for concrete is in range ( 5 - 100 mm). Local mesh seeding helps with a gradient of the stresses close to the anchor and more precise results.&nbsp;</p>\n<figure data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb507258-c29b-4abc-bd7c-965939bfcdfe/08.png\" data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" alt=\"\"></figure>\n<p><em>7) Model assembly</em></p>\n<h3>Anchor</h3>\n<p>The anchor is modeled using 3D volume elements. Contact cohesive behavior has been used to model the bond between the concrete and the anchor. The surface interaction enables delamination based on the linear elastic traction-separation law before damage occurs. Hard contact has been used in compression and frictionless behavior in tangential movements. Cohesive behavior in the normal and shear directions has been introduced using volumetric stiffness and damage parameters to represent post-critical behavior. The initiation of post-critical behavior is expressed by maximal bond stress in the normal and shear directions and fracture energy with linear or exponential softening [7].</p>\n<figure data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8c810bb1-8a44-4b29-88f8-d9533f343f91/09.png\" data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" alt=\"\"></figure>\n<p><em>8) Cohesive contact</em></p>\n<h2>Results - Anchor 100 mm</h2>\n<figure data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/804d7639-a2a4-47f2-b8b0-6d2cc5999848/10.png\" data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" alt=\"\"></figure>\n<figure data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61567b62-8af3-439c-b8b1-4a20da9bd210/11.png\" data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" alt=\"\"></figure>\n<p><em>9) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cec61f81-adfb-4c88-bc1e-99e1099f4ede/12.png\" data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" alt=\"\"></figure>\n<p><em>10) Maximal force and utilization versus experiment for anchor 100 mm</em></p>\n<figure data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bd9635c8-63d2-42c8-8d6b-348378f45c67/13.png\" data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" alt=\"\"></figure>\n<p><em>11) Load deformation curve - T103-100 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0d8648d-88fc-4b5f-94ab-eba6ce276ed1/14.png\" data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" alt=\"\"></figure>\n<p><em>12) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 150 mm</h2>\n<figure data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b52615a4-f2bf-4f06-9753-8a8269cc93d6/15.png\" data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" alt=\"\"></figure>\n<figure data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd13fb04-aec5-485e-bca7-c6314e2742df/16.png\" data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" alt=\"\"></figure>\n<p><em>12) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8e058ce-8c24-49f9-8871-73534be84f69/17.png\" data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" alt=\"\"></figure>\n<p><em>13) Maximal force and utilization versus experiment for anchor 150 mm</em></p>\n<figure data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7da761ce-c9a4-4134-b706-8360175152b6/18.png\" data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" alt=\"\"></figure>\n<p><em>14) Load deformation curve - T103-150 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3812fab2-6857-4a01-9a22-a735de4a447f/19.png\" data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" alt=\"\"></figure>\n<p><em>15) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 200 mm</h2>\n<figure data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b31adf4a-cd86-4e05-bf27-bdb4eabf3e9d/20.png\" data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\" alt=\"\"></figure>\n<figure data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/345ce74d-6b1f-4caa-95c8-8e3805edddec/21.png\" data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" alt=\"\"></figure>\n<p><em>16) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0fbdeb33-1c2b-48f9-a3d7-cdb7d77557e4/22.png\" data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\" alt=\"\"></figure>\n<p><em>17) Maximal force and utilization versus experiment for anchor 200 mm</em></p>\n<figure data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8a3f8fee-48f7-47aa-9a14-d54adfbafafb/23.png\" data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" alt=\"\"></figure>\n<p><em>18) Load deformation curve - T103-200 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a7380fbf-4d0a-4a3a-815f-2adf2e2ba902/24.png\" data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" alt=\"\"></figure>\n<p><em>19) Load deformation curve - T103-200 characteristic code data comparison&nbsp;</em></p>\n<h2>Conclusion</h2>\n<p>The experimental campaign successfully investigated the behavior of full-size anchors bonded in a reinforced concrete block, using a comprehensive approach that integrated both experimental testing and numerical modeling. By varying the embedment depths of the anchors (100, 150, 200 mm), the study was able to observe different failure modes, including bond failure, concrete cone breakout, and rod failure. The results were rigorously compared with predictions from the CEB-FIB model code and Eurocodes, validating the safety and reliability of current design standards for such anchorage systems.</p>\n<p>The use of advanced modeling techniques, such as 3D CSFM and ABAQUS simulations with Concrete Damage Plasticity, provided deeper insights into the interaction between the concrete and reinforcement, as well as the bond behavior under quasi-static tensile loading. The findings confirmed the effectiveness of the proposed methods in predicting anchor performance, emphasizing the importance of accurate material modeling and appropriate boundary conditions in such simulations.</p>\n<p>The comparison between the actual behavior observed during the experiment and the numerical solution derived using 3D CSFM and ABAQUS shows an approximate 85% correlation. It can be concluded that no numerical solution exceeds the experimental data and maintains a 15% margin of error compared to the experiment, which is considered acceptable from an engineering perspective. The important aspect is also the failure modes which are fitting, except for the anchor length of 200 mm where in 3D CSFM, a combined mode of concrete cone and pull-out occurred before the steel rod failure. This is because, in this case, the peak loads corresponding to these two failure modes are very close.</p>\n<p>The results obtained from CEB-FIB mode code 2020 and Eurocode 1992-1-1 match the experimental results within the range of 30-40%. This indicates that the approach used in the code ensures safety. It's important to note that the values obtained are characteristic values, not design values, so the actual design strength is even lower.</p>\n<p><strong>The findings of the report should convey to the engineers that the 3D CSFM method yields safe outcomes in compliance with Eurocode 1992-1-1[5], and results in a conservative design that is integrated within the code itself.</strong></p>\n<p>Overall, this study contributes valuable data for improving anchorage design practices, offering evidence that can be used to refine existing codes and ensure that safety margins are adequately maintained in real-world applications. The experimental results, combined with theoretical and numerical analyses, provide a robust framework for understanding the complex interactions in anchored systems, ultimately leading to safe and efficient structural designs.</p>\n<h3>References</h3>\n<p>[1]Delhomme, F. &amp; Roure, Thierry &amp; Arrieta, Benjamin &amp; Limam, Ali. (2015). Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths. Materials and Structures. 49. 10.1617/s11527-015-0616-4.&nbsp;</p>\n<p>[2] \"IDEA StatiCa Detail – Structural Design of Concrete 3D Discontinuities (BETA).\" <em>IDEA StatiCa Support Center</em>, 2023. <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta\">https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta</a></p>\n<p>[3]<strong>International Federation for Structural Concrete (fib).</strong> <em>fib Model Code 2020 for Concrete Structures</em>. Berlin: Ernst &amp; Sohn, 2021.</p>\n<p>[4] ABAQUS Standard User's Manual, Version 6.6*. Washington University in St. Louis, 2006. [<a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm](https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm).\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm]</a></p>\n<p>[5] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-1-1:2004: Eurocode 2 – Design of Concrete Structures – Part 1-1: General Rules and Rules for Buildings</em>. December 2004. <a href=\"https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf\">https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf</a>.</p>\n<p>[6] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-4:2018: Eurocode 2 – Design of Concrete Structures – Part 4: Design of Fastenings for Use in Concrete</em>. Brussels: CEN, April 2018</p>\n<p>[7]<strong>ABAQUS, Inc.</strong> <em>ABAQUS User Subroutines Reference Manual, Version 6.6</em>. Washington University in St. Louis, 2006. <a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html</a>.</p>\n<p>[8] Massone, L. M.; et al. Shear-Flexure Interaction for Structural Walls, 2006. ResearchGate.&nbsp;<a href=\"https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls\">https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls</a>&nbsp;(accessed Jan 01, 2006).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2a28a4d6_9d45_0195_3fa3_bf8595bc294b\"></object>"
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Widget #NaN: support_center_article

Name: RN 24.1: Import of anchoring from Connection to Detail

ID: 270b17d4-280e-4c4b-b83e-ae25015afb38

Show Raw Data

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    "value": "<p>L'ancrage dans un bloc de béton simple peut être modélisé et vérifié dans IDEA StatiCa Connection. Parfois, il peut être utile ou nécessaire d'ajouter du ferraillage au bloc de béton. Bien que cette capacité ne soit pas disponible dans l'application Connection, nous avons 3D Detail. 3D Detail se concentre sur la résolution des ancrages dans les blocs de béton et sur l'analyse des éléments d'ancrage et du bloc de béton lui-même. De plus, un lien direct est mis en place entre les applications Connection et Detail pour simplifier le processus.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Les utilisateurs de Connection qui conçoivent des <strong>ancrages selon l'Eurocode</strong> peuvent <strong>importer leur modèle de Connection vers l'application avancée 3D Detail en cliquant sur un seul bouton</strong>.</p>\n<h3>Comment ça fonctionne ?</h3>\n<ul>\n  <li>L'importation n'est autorisée que pour les ancrages. S'il n'y a pas de bloc de béton dans le modèle Connection, l'exportation vers Detail est désactivée («&nbsp;Vérification de béton armé&nbsp;»).</li>\n  <li>Il faut calculer le modèle dans Connection. Si les résultats ne sont pas disponibles, l'icône d'exportation («&nbsp;Vérification de béton armé&nbsp;») est désactivée.</li>\n  <li>Un seul bloc de béton est autorisé pour l'importation/exportation.</li>\n</ul>\n<p>Pour une liste complète des limitations et des explications complémentaires, voir l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail.</a></p>\n<h3>L'attache est importée, y compris</h3>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection :</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">par adhérence</a> / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h3>Comment exporter l'ancrage de Connection vers Detail</h3>\n<p>Tout d'abord, créez un modèle d'ancrage dans Connection selon l'Eurocode et cliquez sur le bouton Calculer.</p>\n<p>Lorsque les résultats existent, l'exportation des semelles est activée. En cliquant sur le bouton «&nbsp;<strong>Vérification de béton armé</strong>&nbsp;» au ruban, une boîte de dialogue demandant l'emplacement et le nom du fichier Detail nouvellement créé apparaît.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>Après une exportation réussie, le projet dans Detail est créé. La géométrie du bloc de béton et du pied de poteau, la position et les attributs des tiges et la charge sont automatiquement transférées vers Detail. L'appui superficiel situé sur la surface inférieure du bloc de béton est automatiquement créé.</p>\n<p>La partie la plus délicate de ce processus est l'importation de la charge. Pour chaque effet de charge calculé dans Connection, le cas de charge et la combinaison ELU correspondants&nbsp;sont automatiquement créés dans Detail.</p>\n<ul>\n  <li>Le pied de poteau est chargé par des <strong>efforts dans les soudures</strong> qui sont modélisés comme un <strong>groupe d'efforts. </strong>Pour le chargement du pied de poteau lui-même, le chargement importé est représenté par un groupe d'efforts selon les contraintes dans les soudures entre le pied de poteau et les éléments en acier dans le modèle Connection.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n  <li>Les tiges sont modélisées et chargées indépendamment du pied de poteau et elles sont chargées axialement par des charges ponctuelles. Le chargement des tiges est représenté dans la scène par deux flèches dans les directions opposées. Une flèche représente l'effort de traction agissant uniquement sur la partie supérieure de la tige. L'autre représente l'effort de compression agissant sur le pied de poteau.</li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>La case à cocher «&nbsp;Transfert des efforts axiaux&nbsp;» est décochée par défaut parce que les tiges sont chargées par les efforts directement.</p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n  <li>Le cisaillement est transféré selon le paramétrage dans Connection par l'une des options suivantes – tiges, bêches ou frottement. Si l'effort de cisaillement est transféré par des tiges, vous pouvez désactiver des tiges spécifiques en décochant la case «&nbsp;Transfert de cisaillement&nbsp;». Si le frottement ou les bêches sont sélectionnées, le cisaillement dans les tiges n'est jamais pris en compte dans le modèle.</li>\n</ul>\n<p>Il ne reste qu'à ajouter le ferraillage et calculer le modèle.</p>\n<p>Vous trouverez plus d'informations générales sur Detail comme solution pour votre ancrage dans l'article <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail hors de Bêta</a>.</p>\n<p><em>Note : Les vérifications de norme dans 3D Detail ne sont disponibles actuellement que pour l'Eurocode (EN).</em></p>\n<p>Publié dans IDEA StatiCa version 24.1.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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            "value": "<p>En pratique, l'<strong>analogie des fermes (S&amp;T)</strong> et des méthodes des <strong>champs de contrainte</strong> sont couramment utilisées pour concevoir les régions de discontinuité dans les structures en béton armé et précontraint. La <strong>méthode des champs de contrainte compatibles (CSFM)</strong> a été développée en étendant ces théories classiques, ce qui permet un haut degré d'automatisation et est cohérent avec la norme de conception. Malgré sa simplicité, la méthode fournit une description très réaliste de la réaction d'une structure en béton à la fois dans l'état limite ultime (ELU) et état limite de service (ELS). La CSFM est mise en œuvre dans <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">IDEA StatiCa Detail</a>.</p>\n<figure data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fd8d041-20d1-40a8-9a71-eb9cdce27155/7.png\" data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" alt=\"\"></figure>\n<p><em>Image 1 a) Voile avec ouvertures b) Voile de cisaillement c) Poutre avec extrémités réduites et ouvertures d) Pile de pont e) Diaphragme de pont</em></p>\n<p>Les procédures standard de conception des sections transversales des structures en béton peuvent être utilisées dans les zones où l'hypothèse de Navier-Bernoulli de distribution des déformations au plan s'applique (région B). Les endroits où cette hypothèse ne s'applique pas sont appelés <strong>régions de discontinuité (régions D)</strong>. Il s'agit des parties des structures où apparaissent des charges concentrées ou où il y a un changement soudain de la section transversale tel qu'extrémités réduites (Image 1c), poutres voiles, voiles avec des ouvertures (Image 1a, 1b), consoles ou têtes de pieux. Dans le domaine de l'ingénierie des ponts, il s'agit par exemple des têtes de piliers (Image 1d), diaphragmes (Image 1e), déviateurs, etc.</p>\n<h2>1. Analogie des fermes</h2>\n<p>L'hypothèse de base lors de la définition d'un modèle d'analogie des fermes est que la résistance à la traction du béton est négligée. Une simple analogie des fermes consiste en des éléments agissant en compression et en traction, représentant le comportement ELU. En général, il ne s'agit pas d'un problème complexe et la définition d'une analogie des fermes de base (Image 2a) ne devrait pas poser de problème à un ingénieur expérimenté. Cependant, même pour cette tâche élémentaire, l'évaluation correcte du modèle conformément à la norme de conception peut être un processus fastidieux, manuel et itératif.</p>\n<figure data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aecb55f-dac0-47db-a25c-48082e5e70c4/Untitled%20design.png\" data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" alt=\"\"></figure>\n<p><em>Image 2 a) Analogie des fermes, option 1 b) Analogie des fermes, option 2 c) Analogie des fermes, option 3</em></p>\n<p>Il faut évaluer les tiges, zones nodales et déformations transversales&nbsp;en traction dans les entretoises. Si le modèle ne satisfait pas la vérification, il faut ajuster la géométrie de l'analogie ou en créer une autre (Image 2b, 2c). Cela conduit souvent les ingénieurs en structure à ne choisir la géométrie de l'analogie des fermes qu'une seule fois&nbsp;et à n'évaluer que le ferraillage, ce qui peut causer une erreur substantielle. Cela peut conduire à une erreur substantielle. Le choix du modèle est toujours une question d'expérience. Pour des détails structurels plus complexes, le choix d'une analogie des fermes qui correspondra suffisamment au comportement réel de la structure peut ne pas être aussi facile que dans le cas ci-dessus. Par ailleurs, l'analogie des fermes ne permet de concevoir que des états limites ultimes. Elle ne permet pas la conception des <strong>états limites de service (déformation, fissuration)</strong> qui sont des critères critiques, en particulier dans les structures d'importance significative, car ils ont un impact direct sur la durée de vie de la structure.</p>\n<h2>2. Méthode des champs de contrainte compatibles – CSFM</h2>\n<p>La CSFM est une <strong>méthode non linéaire</strong> moderne pour l'analyse des régions D et des éléments dont le comportement peut être simplifié à une contrainte au plan, c'est-à-dire un modèle 2D. Cependant, elle repose toujours sur une hypothèse fondamentale et sûre des normes : <strong>le béton n'agit pas en traction</strong> et toute traction doit être transférée par le ferraillage. La méthode des champs de contrainte compatibles (CSFM) est une évolution des méthodes d'analogie des fermes et des champs de contrainte, supprimant leurs principaux inconvénients mentionnés ci-dessus : incertitudes dans la sélection du modèle, difficulté d'automatisation et incapacité à évaluer les états limites de service.</p>\n<figure data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e760312-8401-44c8-aae1-020b514876fb/2.png\" data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" alt=\"\"></figure>\n<p><em>Image 3 a) Déformation simple b) Contrainte principale c) CSFM</em></p>\n<p>Le principe de la CSFM peut être expliqué sur la <strong>contrainte simple </strong>de l'élément de base au plan d'une structure en béton armé. La figure 3a montre l'élément 2D de base en contrainte simple tel que nous le connaissons de tous les manuels sur l'élasticité et la résistance. Il s'agit de la contrainte en un point de la structure, obtenue par exemple par une analyse d'élasticité linéaire à l'aide de la méthode des éléments finis (MEF). L'élément est soumis à une contrainte normale horizontale σ<sub>x</sub>, une contrainte normale verticale σ<sub>z</sub> et une contrainte de cisaillement τ<sub>xz</sub>. À partir de ces contraintes, on peut déterminer les<strong> contraintes</strong> <strong>principales</strong> et leur direction définie par l'angle θ (Image 3b). L'élément est alors soumis à la contrainte de traction principale σ<sub>1</sub> et à la contrainte de compression principale σ<sub>2</sub>.</p>\n<p>Comment sera la déformation du même élément analysé par CSFM ? La déformation est illustrée à l'image 3c. Le béton en compression apparaît dans la direction de la contrainte de compression principale σ<sub>2</sub>. Un champ de contrainte avec une contrainte σ<sub>c2</sub> est généré. Comme mentionné ci-dessus, l'hypothèse de base est que le béton n'agit pas en traction. Par conséquent, la contrainte de traction principale transversale σ<sub>1</sub> ne sera pas transférée par le béton et une fissure apparaîtra perpendiculairement à cette direction. La contrainte σ<sub>c1r</sub> doit donc être zéro. Pour éviter la rupture de notre élément 2D, toutes les contraintes de traction doivent être transférées par le ferraillage (en bleu sur l'image 3c), qui doit faire partie du modèle de calcul.</p>\n<p>Si cette analyse de contrainte est effectuée à l'aide de CSFM de<strong> manière continue sur l'ensemble de la région 2D</strong> à résoudre, le résultat est un champ de compression continu dans le béton ainsi que les contraintes de traction et de compression dans le ferraillage. L'image 4 est une représentation graphique simplifiée du champ de contrainte CSFM. Outre les taux d'utilisation de béton et ferraillage, l'image indique également les directions variables des contraintes calculées σ<sub>c2</sub> le long des régions.</p>\n<figure data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc56c80f-67f3-481d-a2c8-26dacc258bb2/csfm%20explained%20%281%29.png\" data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" alt=\"\"></figure>\n<p><em>Image 4 Résultats globaux de IDEA StatiCa Detail</em></p>\n<p>L'analyse d'un détail ou d'une structure à l'aide de <strong>CSFM est basée sur la méthode des éléments finis</strong>. Le béton est modélisé avec des éléments de voile 2D et le ferraillage avec des éléments 1D (Image 7). L'analyse n'est pas effectuée en une seule étape puisqu'il s'agit d'un problème non linéaire. Les charges sont appliquées par incréments au cours du calcul et la solution du système d'équations non linéaires est trouvée à l'aide de la <strong>méthode de Newton-Raphson</strong>.</p>\n<p>Les fissures fictives (ε<sub>1</sub> étant la valeur moyenne) sont «&nbsp;formées&nbsp;» perpendiculairement à la direction des contraintes principales qui peut changer au cours du calcul non linéaire car l'élément «&nbsp;est fissuré progressivement&nbsp;» à chaque incrément de charge. En résumé, on considère une fissure rotative fictive sans contrainte.</p>\n<p>Le résultat de la solution MEF utilisant CSFM est un champ de contrainte compatible (c'est-à-dire que le béton ne se décompose pas en éléments individuels agissant indépendamment dans le modèle) et l'état de déformation qui sont continus dans l'ensemble du domaine 2D en cours de résolution. Il s'agit d'un avantage majeur par rapport aux approches classiques d'analogie des fermes qui permet d'automatiser et affiner le modèle de calcul comme décrit dans les paragraphes suivants.</p>\n<figure data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40e41bf7-4a81-4245-bd1b-843963c104e8/3.png\" data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" alt=\"\"></figure>\n<p><em>Image 5 Principe du ramollissement du béton</em></p>\n<p>La formulation simple de CSFM permet d'utiliser le diagramme standard de contrainte-déformation uniaxial parabolique-rectangulaire pour le béton en compression conformément à la norme. Comme on le sait, la résistance à la compression du béton diminue lorsque le béton est endommagé par des fissures transversales (Image 5). Cet effet dit <strong>ramollissement par compression </strong>est inclus dans la méthode en prenant automatiquement en compte la résistance effective à la compression du béton.</p>\n<p>Le coefficient de réduction k<sub>c</sub> est déterminé en fonction du niveau des déformations transversales par traction ε<sub>1</sub> et le diagramme de contrainte-déformation du béton est ajusté (Image 5). Puisqu'on connait le champ des déformations dans l'ensemble de la structure, la résistance effective à la compression du béton peut être calculée automatiquement dans les sections individuelles selon le niveau local des déformations transversales par traction ε<sub>1</sub>.</p>\n<figure data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51628156-5014-4501-8f28-9f3b93783840/1.png\" data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" alt=\"\"></figure>\n<p><em>Image 6 Principe de raidissement par traction</em></p>\n<p>En outre, CSFM prend en compte l'<strong>effet de raidissement</strong> du béton en traction entre les fissures sur le ferraillage, appelé raidissement par traction. Dans le modèle de calcul, le degré de ferraillage moyen ε<sub>m</sub> est utilisé. Le diagramme de contrainte-déformation du ferraillage est alors modifié (Image 6). Cela permet une représentation réaliste de la rigidité de la structure en béton armé endommagée par des fissures. Cependant, il est toujours vrai que la résistance à la traction du béton ne contribue pas à la capacité ultime. La contrainte maximale dans le ferraillage σ<sub>sr</sub> dans les fissures est essentielle pour la conception (Image 6).</p>\n<p>CSFM utilise des modèles de matériaux uniaxiaux communs (diagrammes de contrainte-déformation) définis dans les <strong>normes de conception</strong>. L'approche standard, la méthode des coefficients partiels de sécurité, est ensuite utilisée pour évaluer l'ELU. La simplicité de la méthode la rend adaptée à la pratique de l'ingénierie et est cohérente avec les normes de conception.</p>\n<p>Même s'il s'agit d'une analyse MEF non linéaire, l'ingénieur en structure n'a pas besoin de saisir des attributs supplémentaires des matériaux et des caractéristiques du béton au calcul qui peuvent même ne pas être disponibles lors de la conception et qui sont nécessaires, par exemple, pour les analyses MEF non linéaires basées sur la mécanique de la rupture. Comme indiqué précédemment, l'un des principaux avantages de l'analyse CSFM, outre les états limites ultimes, est la capacité d'évaluer les <strong>états limites de service : flèche, limites de contrainte et, en particulier, ouverture des fissures</strong>.</p>\n<figure data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8fd3f66a-63b9-4aba-bb10-9e12889ed7d4/Finite%20element%20model.png\" data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" alt=\"\"></figure>\n<p><em>Image 7 Exemple de représentation d'un modèle d'éléments finis dans IDEA StatiCa Detail</em></p>\n<p>(Image 7) Le modèle MEF dans CSFM est composé de plusieurs types d'éléments finis :</p>\n<ul>\n  <li>Élément 1D avec rigidité axiale pour le ferraillage</li>\n  <li>Élément 2D isoparamétrique pour le béton</li>\n  <li>Ressorts pour le modèle d'ancrage du ferraillage avec extrémité traitée</li>\n  <li>Élément 2D spécial pour modéliser la cohésion entre le ferraillage et le béton</li>\n  <li>Contraintes rigides et interpolantes (contraintes multipoints, MPC) entre les éléments de cohésion et le béton</li>\n</ul>\n<p>Si le ferraillage conçu empêche la rupture fragile de l'élément, il a été démontré que la méthode CSFM donne de très bonnes prédictions de la réponse et de la capacité ultime de la structure malgré la simplicité de la formulation. Autrement dit, la méthode n'est pas adaptée, par exemple, à la conception de poutres sans ferraillage de cisaillement transversal qui présentent un potentiel de comportement fragile. Les <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">vérifications</a> de la méthode, y compris des expériences, sont données dans [1]. Une description plus détaillée de la méthode dépasse le cadre du présent document et peut également être trouvée dans la <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Base théorique</a>.</p>\n<p>Il est clair que les principes de la méthode CSFM sont généraux et son application n'est donc pas limitée aux régions de discontinuité, mais peut être utilisée pour modéliser des éléments entiers, par exemple des poutrelles préfabriquées, et lorsque l'élément peut être simplifié en un modèle 2D au plan. La méthode et sa mise en œuvre dans le logiciel (IDEA StatiCa Detail) ont également été développées avec la possibilité de saisir le <strong>ferraillage précontraint et post-contraint</strong>.</p>\n<h2>3. Exemple de conception d'une tête de pilier</h2>\n<p>L'application pratique de CSFM est illustrée par la conception de tête de pilier de pont à l'image 8. Il s'agit du deuxième pilier d'un pont continu avec trois travées de 30,0 m, 42,0 m et 30,0 m. La tête du pilier en béton armé est conçue en béton C40/50 et son épaisseur (dans la direction longitudinale du pont) est 2,0 m.</p>\n<figure data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7bd9ebbf-5d30-448a-93e2-c89641d05677/4.png\" data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" alt=\"\"></figure>\n<p><em>Image 8 Tête de pilier : a) Conception sommaire ; b) Contrainte de compression dans le béton en ELU ; c) Contrainte de traction dans le ferraillage en ELU ; d) Ouverture des fissures en ELS</em></p>\n<p>Au sommet de la tête de pilier, une poutre transversale avec le ferraillage B500 20xϕ28+20xϕ25 – les quatre couches supérieures – a été conçue tout d'abord. L'image 8a montre une conception sommaire à l'état limite ultime, indiquant les contraintes de compression dans le béton, les directions des contraintes de compression et les contraintes dans le ferraillage. La distribution plus détaillée des contraintes dans le béton et ferraillage est ensuite documentée dans les images 8b et 8c. Le ferraillage transversal se trouve juste en dessous de la limite d'élasticité et les contraintes dans le béton (et les déformations relatives) sont satisfaisantes à l'ELU. Cependant, le résultat du calcul de l'ouverture des fissures (image 8d) montre que la conception ne satisfait pas à l'<strong>ELS&nbsp;</strong>: w<sub>max</sub> = 0,36 mm &gt; w<sub>lim</sub> = 0,3 mm. <strong>Pour respecter l'ouverture des fissures limite, il est nécessaire d'augmenter le ferraillage </strong>de la poutre transversale à 20xϕ32+20xϕ28. Dans le cas de w<sub>lim</sub> = 0,2 mm (par exemple pour un pilier près d'une route générant une projection des sels, niveau d'influence environnementale XF2), le ferraillage de la poutre transversale devrait être augmentée encore plus à 24xϕ32+24xϕ28.</p>\n<h2>Conclusion</h2>\n<p>CSFM convient à la pratique de l'ingénierie parce que la méthode utilise des <strong>modèles de matériaux simples définis dans la norme de conception</strong>. En plus des états limites ultimes, elle permet également de concevoir les états limites de service dont l'évaluation était auparavant difficile à imaginer en utilisant l'analogie des fermes. En introduisant la méthode dans <strong>IDEA StatiCa Detail</strong>, il est alors possible de capturer de manière réaliste la réponse de la structure et de concevoir et évaluer les régions de discontinuité et les assemblages plus importants de manière efficace et sûre.</p>\n<p>La CSFM a été développée principalement grâce au travail du professeur Walter Kaufmann, directeur de l'ingénierie structurelle de l'École polytechnique fédérale de Zurich (EPFZ). Lui et son équipe ont également <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">vérifié la méthode et sa mise en œuvre logicielle</a>.</p>\n<h2>Littérature</h2>\n<p>[1] KAUFMANN, Walter, et al : Compatible stress field design of structural concrete, ETH Zurich, 2020, ISBN 978-3-906916-95-8,</p>\n<p>[2] KAUFMANN, W., MARTI, P. : Structural Concrete : Cracked Membrane Model. Journal of Structural Engineering 124 (12) : 1467-75, 1998 https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467)</p>\n<p>[3] KRAUS, M., M. WEBER, W. KAUFMANN, W, BOBEK, L. : Numerical analysis of experimentally tested frame corners with opening moments using the Compatible Stress Field Method (CSFM). In : Computational Modelling of Concrete and Concrete Structures, pp. 694-03. CRC Press, 2022 <a href=\"https://doi.org/10.1201/9781003316404\">https://doi.org/10.1201/9781003316404</a></p>\n<h2>Auteur de l'article</h2>\n<p>Ing. Pavel Kaláb, PhD.</p>\n<p>IDEA StatiCa s.r.o.</p>"
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                            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 23)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 23).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 24 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 24. A crack kinematic without slip (pure crack opening) is considered (Fig. 24a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 24b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models presented in Section 1.2.4 by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 24c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 25) by means of the model presented in Section 1.2.4.</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 25\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>"
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                    "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h2>Structural design of concrete discontinuities in IDEA StatiCa Detail</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#reinforcement-structural-design\">Reinforcement structural design</a><br>\n<a href=\"#finite-element-implementation-idea-statica-detail\">Finite element implementation in IDEA StatiCa Detail</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#finite-element-types\">Finite element types</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#meshing\">Meshing</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#presentation-of-results\">Presentation of results</a><br>\n<a href=\"#structural-element-verification-idea-statiCa-detail\">Structural element verification in IDEA StatiCa Detail</a><br>\n<a href=\"#verification-of-the-structural-concrete-elements\">Verification of the structural concrete elements (EN)</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#material-models\">Material models</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#safety-factors\">Safety factors</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#partially-loaded-areas\">Partially loaded areas (PLA)<br>\n</a> 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data-codename=\"theoretical_background_detail___serviceability_lim\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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            "value": "<p>Dans IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, les utilisateurs ont la possibilité de créer des modèles d'assemblage en utilisant des paramètres (relations définies entre des entités individuelles). La conception paramétrique permet aux utilisateurs de concevoir des assemblages standardisées de manière efficace - <strong>lisez comment travailler avec les paramètres</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">dans cet article.</a></p>\n<p>L'intégration de <strong>modèles paramétriques</strong> dans <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offre une approche transformationnelle des flux de travail des concepteurs d'assemblage. <strong>Elle permet aux utilisateurs de créer et d'utiliser une collection universelle de modèles qui peuvent être facilement personnalisés et déployés dans différents contextes de conception.</strong></p>\n<h2>Comment cela fonctionne-t-il ?</h2>\n<p>L'utilisateur peut télécharger lassemblage créé vers son entreprise ou son ensemble personnel, comme pour n'importe quelle conception, et il peut même le faire <strong>avec les paramètres définis</strong>. Une fois que la même géométrie est présente dans le projet et que la solution peut être répétée, l'utilisateur peut appliquer cette conception préparée à l'avance (modèle) avec tous les paramètres.</p>\n<figure data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0a53fd0-929f-4053-9c8c-37b522604485/parametric_template_3.png\" data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" alt=\"\"></figure>\n<p>En outre, après avoir proposé le modèle, il est possible de <strong>modifier les paramètres directement</strong> <strong>dans la fenêtre de conception principale</strong> et il n'est pas nécessaire de passer en mode développeur. Cet environnement convivial permet aux utilisateurs moins expérimentés de travailler avec des paramètres prédéfinis en toute sécurité selon les préréglages des concepteurs seniors.</p>\n<figure data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21f4f5f7-4808-4e52-ad70-4c7446950a47/parametric_template_5.png\" data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" alt=\"\"></figure>\n<p>L'optimisation ultérieure est très simple, car il est possible d'éviter de modifier chaque entité une par une lors de l'utilisation des opérations.</p>\n<p>En modifiant un paramètre, <strong>plusieurs étapes</strong> peuvent être réalisées en même temps. Par exemple, lorsque l'on modifie la largeur de l'élargisseur, ce n'est pas seulement l'élargisseur lui-même qui est affecté, mais aussi toutes les soudures associées et l'emplacement du raidisseur :</p>\n<figure data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a920b12e-d9f6-4545-9616-2b4e45b7c256/parametric_template_4.png\" data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" alt=\"\"></figure>\n<p>Les modifications verrouillées dans la liste des propriétés de certaines opérations de fabrication sont désactivées dans de tels cas. Cependant, si l'utilisateur le souhaite, il peut casser les paramètres à l'aide du bouton<strong>\"exploser</strong>\" et continuer à modifier les opérations.</p>\n<p>Les modèles auxquels les paramètres sont liés sont marqués d'un {p} minuscule. Plusieurs modèles paramétriques ont déjà été préparés et mis à disposition dans le <strong>jeu de modèles prédéfinis par l'équipe IDEA StatiCa</strong>.</p>\n<figure data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f541105-3c13-4356-9547-4495dfdbfdce/parametric_template_1.png\" data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" alt=\"\"></figure>\n<h2>Quels sont les avantages des modèles paramétriques ?</h2>\n<ul>\n  <li><strong>Modèles universels</strong>: Les concepteurs peuvent accéder à une large collection de modèles paramétriques à partir de Connection Library. Ces modèles sont conçus pour être universellement applicables et constituent une base solide pour un large éventail de projets.</li>\n  <li><strong>Personnalisation paramétrique</strong>: Grâce à l'onglet Développeur, les utilisateurs peuvent définir des paramètres spécifiques pour chaque modèle, ce qui permet un haut degré de personnalisation et de flexibilité dans la conception.</li>\n  <li><strong>Identification des modèles</strong>: Les modèles paramétriques sont facilement identifiables par le symbole {p}, ce qui permet aux utilisateurs de les reconnaître et de les sélectionner rapidement pour leurs projets.</li>\n  <li><strong>Filtrage amélioré de la bibliothèque</strong>: Le filtre de la fenêtre de proposition de Connection Library permet aux utilisateurs de trouver efficacement des modèles paramétriques parmi l'offre étendue de la bibliothèque.</li>\n  <li><strong>Contrôle de la publication</strong>: Lorsqu'un assemblage contient des paramètres, les concepteurs ont la possibilité de publier ces modèles paramétriques dans Connection Library. Cette fonctionnalité permet de partager des modèles personnalisés avec l'ensemble de la communauté des utilisateurs ou de les garder confidentiels pour un usage individuel ou interne.</li>\n</ul>\n<h2>Impact sur le flux de travail</h2>\n<p>L'inclusion de modèles paramétriques dans Connection Library représente une avancée significative dans le processus de conception pour les concepteurs d'assemblage. Cette fonctionnalité simplifie le processus de conception en fournissant :</p>\n<ul>\n  <li><strong>Efficacité</strong>: L'utilisation de modèles accélère la phase de conception, ce qui permet des itérations et des modifications plus rapides.</li>\n  <li><strong>Cohérence</strong>: Les modèles paramétriques garantissent la cohérence de la conception d'un projet à l'autre, ce qui est essentiel pour maintenir les normes et la qualité.</li>\n  <li><strong>Collaboration</strong>: La possibilité de partager des modèles personnalisés améliore la collaboration entre les équipes et avec l'ensemble de la communauté des concepteurs.</li>\n  <li><strong>Personnalisation</strong>: Les concepteurs peuvent adapter les modèles aux exigences spécifiques d'un projet, ce qui améliore la précision et l'efficacité de la conception.</li>\n</ul>\n<p><em>Disponible dans le </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>patch 23.1.5 d'IDEA StatiCa</em></a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n698fc8a8_25b1_016d_9bfc_52f86a474d95\"></object>\n<h2>Jeux de contrôle par défaut dans les opérations</h2>\n<p>La conception d'un assemblage par paramètres consiste à définir des paramètres uniques spécifiques à chaque type d'assemblage d'une part. D'autre part, il y a des paramètres qui sont utilisés presque toujours en raison des pratiques d'ingénierie courantes, telles qu'un ensemble de soudures, de fixations et de matériaux.</p>\n<p>Pour simplifier la création de modèles paramétriques et accéder à ces paramètres à tout moment, nous incluons ces contrôles en tant qu'ensembles par défaut dans la racine de l'opération.</p>\n<p>Lorsque vous sélectionnez Opérations, les paramètres suivants sont disponibles par défaut :</p>\n<ul>\n  <li>Réglage de la soudure : <strong>Méthode de dimensionnement</strong> et <strong>matériau de</strong> la soudure (24.0.5)</li>\n  <li>Paramètres du boulon : <strong>Type</strong>, <strong>plan de cisaillement dans le filetage</strong> et <strong>transfert de l'effort de cisaillement</strong> (24.1.0)</li>\n  <li>Paramétrage&nbsp;des platines: <strong>Matériau </strong>(24.1.0)</li>\n</ul>\n<figure data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23570977-6342-4a3e-adc8-2563c3e0028f/common%20properties%201.png\" data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" alt=\"\"></figure>\n<p>Ces commandes définissent la propriété spécifique pour l'ensemble du modèle d'assemblage à toutes les opérations et sont affichées dans la racine des opérations par défaut. Ils ne modifient pas les propriétés des éléments de structure, mais uniquement les opérations de fabrication.</p>\n<p>Si l'une des propriétés liées au contrôle <strong>est utilisée dans un paramètre</strong> du modèle paramétrique, le contrôle est automatiquement désactivé. Ce comportement permet d'éviter d'influencer la même propriété à partir de deux endroits et, par conséquent, de gâcher les détails de l'assemblage par des boucles dans les paramètres.</p>\n<p>En outre, ces contrôles sont également affichés sans modèle paramétrique, ce qui permet d'effectuer des modifications rapides et d'unifier les propriétés de n'importe quel modèle d'assemblage.</p>\n<h2>Quels sont les avantages ?</h2>\n<ul>\n  <li>Pour l'<strong>utilisateur du modèle paramétrique</strong> (par exemple, l'utilisateur junior), toutes les opérations sont désactivées (en lecture seule). Cependant, la <strong>modification du matériau, de la classe de boulons ou du matériau de la platine</strong> reste une action couramment attendue. Toutefois, si un seul paramètre manque dans le modèle paramétrique, celui-ci devient inutilisable. Les propriétés communes telles que les soudures, les boulons et les matériaux peuvent désormais être contrôlées dans chaque modèle paramétrique à l'aide des commandes par défaut affichées sous les paramètres.</li>\n  <li>L'ajout de ces contrôles <strong>simplifie le travail du créateur du modèle</strong> (par exemple, l'utilisateur principal) <strong>lors de la préparation des modèles paramétriques</strong>. Désormais, il n'est plus nécessaire de créer manuellement des paramètres spéciaux pour modifier des propriétés communes telles que les soudures, les boulons et les matériaux.</li>\n  <li>Parfois, vous souhaitez <strong>unifier les nuances de boulons ou de platines et les matériaux de soudure</strong> dans l'ensemble du détail de l'assemblage, même si le <strong>modèle paramétrique n'est pas utilisé</strong>. Cela peut être facilement réalisé soit en multi-sélectionnant dans l'arbre et en éditant des opérations du même type (néanmoins, dans ce cas, cela doit être fait plusieurs fois pour chaque groupe d'opérations séparément), soit il est maintenant possible de <strong>modifier la propriété demandée</strong> ou de vérifier si la même propriété est utilisée <strong>en un seul clic</strong>.</li>\n</ul>\n<figure data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/937c9874-ecb7-4e00-ba25-790f70433722/common%20properties%202.png\" data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n894962c2_9e8f_01ba_11c7_5f16f7e8d9c6\"></object>\n<h2>Améliorations de l'ensemble prédéfini</h2>\n<p>Plusieurs améliorations ont été apportées aux <strong>modèles paramétriques créés par l'assistant</strong> afin d'améliorer la convivialité, la clarté et la cohérence du modèle.</p>\n<ul>\n  <li>Les messages de validation ont été affinés, seuls les messages fonctionnels et pertinents sont désormais affichés, tels que le type d'élément incorrect, la compatibilité de section transversale ou les problèmes de définition de la charge.</li>\n  <li>Les textes des messages ont également été réécrits pour une meilleure lisibilité et une plus grande précision technique.</li>\n</ul>\n<figure data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae6b21b1-c930-4ad9-859f-f1753f5d321a/25-1%20predefined%20set%202.png\" data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" alt=\"\"></figure>\n<ul>\n  <li>Les modèles conservent désormais correctement les <strong>données de section transversale</strong> pour les cornières et les éléments de raidissement, ce qui garantit une génération précise de la géométrie.</li>\n  <li>Les <strong>sections transversales personnalisées (CCS) stockées dans MPRL</strong> sont incluses dans les modèles et automatiquement appliquées aux nouveaux modèles.</li>\n  <li>Une nouvelle <strong>méthode d'opération Workplane, Intersection</strong>, permet d'utiliser les modèles pour les éléments se terminant dans les directions X+ et X- dans Checkbot, avec un décalage réglable et un positionnement sur le bord proche ou éloigné de l'élément concerné.</li>\n</ul>\n<figure data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c417587-c02f-4a0b-933f-9a3c4071f6ac/25-1%20predefined%20set%203.png\" data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" alt=\"\"></figure>\n<p>Grâce à cette nouvelle fonction, les modèles&nbsp;sont applicables aux toutes les deux extrémités dans Checkbot.</p>\n<figure data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3991f2a-98fe-4c99-a1b7-a6875607d42d/25-1%20predefined%20set%204.png\" data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" alt=\"\"></figure>\n<p>Les modèles&nbsp;paramétriques peuvent également être <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combinés entre eux ou avec des opérations de fabrication standard</a>.</p>\n<p><em>Disponible dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                    "value": "<p>In IDEA StatiCa, there are three possible areas to work with parametric design effectively.</p>\n<h2>Parameters in IDEA StatiCa Connection</h2>\n<p>The first usage of parametric design is the simplest. Each element, like a member, plate, bolt, or weld, can be defined by its shape, position, and material.&nbsp;</p>\n<p>For this purpose, you'll need to enable the <strong>Developer mode</strong> in Project / Preferences / Advanced Settings.&nbsp;</p>\n<figure data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/859245fb-d6ee-4d79-ad1f-2228306e1088/parameters.png\" data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" alt=\"\"></figure>\n<p>In the tab <strong>Parameters</strong>, you can add Numbers (decimal sign is dot), Text (please use simple quotes), and even Equation.&nbsp;</p>\n<p>To link this parameter to the items defined by the Operations, just click on the <strong>Link</strong> icon.&nbsp;</p>\n<figure data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7c719-63a1-4bfe-bf4f-5eb9605165d3/link-par.png\" data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" alt=\"\"></figure>\n<p>The button <strong>Set to model</strong> allows you to overwrite initial values to the Parameter values.</p>\n<p>To get acquainted with all possibilities about the parameters, please look at the <a href=\"https://github.com/idea-statica/ideastatica-public/wiki/Reference-Guide-Expression-Parameters\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Reference guide</a>.</p>\n<p>More about this theme can be found also in the articles <a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a> and <a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a>.</p>\n<h2>Plugin for Rhino/Grasshopper</h2>\n<p>Grasshopper3d is a visual programming package attached to the powerful modeling CAD software&nbsp;<a href=\"https://www.rhino3d.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Rhino3d</a>.</p>\n<p>Combining Grasshopper with IDEA StatiCa's Open Model and APIs creates an extremely powerful platform for the parametric definition of complex connection geometry plus the automation and optimization of connections.</p>\n<figure data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a070a736-1da4-4e4f-a22f-baaad9dc2506/GH.png\" data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" alt=\"\"></figure>\n<p>The plugin can be used in several ways:</p>\n<ul>\n  <li>it enables the creation of complex joints, even without an IDEA Connection license</li>\n  <li>import of a structure (SAF model, IOM model) and a bulk calculation of specified joints</li>\n  <li>optimizing joints in terms of shape, material, etc., using parameters &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</li>\n</ul>\n<p>For more, please visit <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino to IDEA StatiCa workflow</a>.</p>\n<h2>Design API's</h2>\n<p>IDEA StatiCa provides several general API's for the different apps and services that we provide. This is an excellent place to start if you are a computational designer or software developer looking to perform automated structural design and optimization tasks. Design API's are targeted toward both Python and C#/.Net users.&nbsp;</p>\n<figure data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b0fff41-e68a-482a-a613-5f638d9e46c4/api.png\" data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" alt=\"\"></figure>\n<p><a href=\"https://developer.ideastatica.com/docs/api/api_overview.html\">You can start here</a> or visit the <a href=\"https://github.com/idea-statica\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa GitHub</a>. &nbsp;&nbsp;</p>"
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                    "value": "<p>Beaucoup de nœuds d'une structure réelle ne peuvent pas être couverts individuellement par un type d'assemblage standard. Les concepteurs divisent ces nœuds&nbsp;en assemblages distincts et les vérifient à l'aide d'outils simples ou de feuilles de calcul Excel sans tenir compte de leur interaction, ce qui peut entraîner des erreurs de conception.</p>\n<h3>Les modèles paramétriques peuvent être combinés avec d'autres opérations</h3>\n<p>Lors de l'utilisation d'un modèle paramétrique, il est toujours possible d'ajouter de nouvelles opérations. Il est donc possible d'ajouter une seule&nbsp;opération unique à un modèle paramétrique existant.</p>\n<p>De cette manière, il est facile d'ajouter, par exemple, plus de raidisseurs au modèle choisi.</p>\n<figure data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7898ecd8-9db8-455e-8747-f1724f0eaeac/Combination%20of%20parametric%20template%20and%20unrelated%20operations%201.png\" data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" alt=\"\"></figure>\n<p>Un autre exemple peut être un joint composé de différents assemblages - certains éléments ne sont pas pris en compte dans le modèle choisi.</p>\n<figure data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad580407-b098-495d-8783-6fda3a80577a/Combination%20of%20parametric%20template%20and%20unrelated%20operations%202.png\" data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" alt=\"\"></figure>\n<p>La connexion de cet élément supplémentaire avec une opération standard est facile à réaliser.</p>\n<figure data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baee32da-a7c8-4884-b460-cff867b1c5a4/Combination%20of%20parametric%20template%20and%20unrelated%20operations%203.png\" data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n429cfc7e_7ebf_0119_b91d_f4cc9164e2bf\"></object>\n<h2>Combinez plusieurs modèles paramétriques dans un seul modèle</h2>\n<p>Pour connecter plusieurs éléments dans un nœud, vous pouvez appliquer plusieurs modèles paramétriques. Créez vos assemblages standards en tant que modèle paramétrique, puis combinez-les efficacement pour obtenir la conception d'assemblage souhaitée pour l'ensemble de la structure.</p>\n<figure data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d59211a9-a119-42c4-a207-c0aa1509eca3/Multiple%20templates%201.png\" data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" alt=\"\"></figure>\n<p>Chaque modèle appliqué est désormais représenté par un <strong>entête de modèle</strong> distinct (Modèle 1, Modèle 2, etc.) dans l'arbre des opérations. La sélection d'un modèle affiche ses paramètres et contrôles spécifiques, ce qui permet aux utilisateurs de modifier les propriétés locales, telles que la disposition des boulons, les matériaux ou l'épaisseur de platine, indépendamment pour chaque modèle.</p>\n<figure data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3c987a69-d44b-4644-a40c-c807fb119c4f/Multiple%20templates%202.png\" data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" alt=\"\"></figure>\n<p>Les propriétés globales restent accessibles sous l'<strong>entête&nbsp;Opérations</strong>, ce qui permet à l'utilisateur d'appliquer des paramètres de matériau ou de la norme communs à l'ensemble de l'assemblage. La nouvelle structure soutient les conceptions à modèles mixtes où les modèles individuels conservent leur flexibilité paramétrique.</p>\n<figure data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d456161d-b705-4d74-b992-279c974a7b00/Multiple%20templates%203.png\" data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" alt=\"\"></figure>\n<p><em>Mise à jour dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<p>À part les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux de la version 24.1</a>, lisez la liste complète de la nouvelle fonctionnalité&nbsp;:</p>\n<h2>Conception en béton</h2>\n<p><strong>Detail 3D (exclusivement Eurocode)</strong></p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est hors de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> par des tiges, bêches et frottement</li>\n  <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Exportation complète de Connection avec des nouvelles entités</a></li>\n  <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a> – vérifications des sections, contrainte</li>\n  <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Grilles du plan de travail</a> pour la conception des nouvelles entités</li>\n  <li>Maillage fin autour des tiges et stabilité de l'application</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Nouveaux modèles</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Combinaisons ELS améliorées</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Rigidité des appuis ponctuels</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (exclusivement Eurocode)</li>\n</ul>\n<h2>Conception en acier</h2>\n<ul>\n  <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Outil de mesure dans Connection</a></li>\n  <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion des éléments du projet et matériaux</a></li>\n  <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Sélection et édition multiple dans Connection</a></li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Réponse rapide de l'application avec annulation rapide des calculs</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/project-item-and-material-management\">Calculs de voilement dans le menu backstage</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/regional-improvements-in-24-1\">Base théorique dans le rapport</a> en italien et portugais</li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/how-to-import-a-plate-from-dxf\">Importation facile des formes de platine de DXF</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/modeles-parametriques-dans-la-bibliotheque-des-attaches\">Modèles paramétriques de conception améliorés</a></li>\n  <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Améliorations régionales</a></li>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Maillage autour des trous pour les boulons et axes d'articulation</a></li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Gestion multiple et outils de groupement dans Checkbot</a></li>\n  <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Paramètres utiles pour tout le monde</a></li>\n  <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Plug-in HILTI PROFIS dans Checkbot</a></li>\n  <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">Importations de MEF vers Checkbot 60% plus rapides</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/exporting-an-ifc-file-from-idea-statica\">Exportation IFC depuis Checkbot</a></li>\n  <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Importation avancée des connecteurs depuis des outils DAO</a></li>\n  <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Liens BIM autorisés dans la version 24.1</a></li>\n</ul>\n<h2>Usage et Licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Paramétrage des projets</a></li>\n  <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Préférences partagées à travers la gamme complète des outils</a></li>\n  <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Authentification unique (SSO) pour usage public</a></li>\n  <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Comblement de l'écart entre Viewer et Connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/license-usage-analytics-in-the-user-portal\">Rapports d'usage de licence au Portail d'utilisateur</a></li>\n</ul>\n<h2>Notes de publication complètes</h2>\n<p>Ci-dessous, vous pouvez télécharger les <strong>Notes de publication </strong>pour IDEA StatiCa 24.1 en format PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f77b166e_fd7a_0112_b176_a3fb4885c324\"></object>"
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                                              },
                                              {
                                                "codename": "rn_23_0__prequalified_joints__aisc_",
                                                "linkId": "b43e9a21-f95d-40c7-96be-62c96573bc3b",
                                                "urlSlug": "qualification-checks-of-seismic-prequalified-connections-for-aisc",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__standards_implementation",
                                                "linkId": "20bea177-2a2e-4326-adb2-82c7e021cae7",
                                                "urlSlug": "update-of-ansi-aisc-360-22-csa-s16-19-standards-and-taiwan-sections",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__template__copy_",
                                                "linkId": "d4c5223a-47bd-4c4a-b3cf-041381232705",
                                                "urlSlug": "calculation-of-anchors-with-stand-off",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__eurocode_refactoring",
                                                "linkId": "1fa719d0-2d65-42bb-b892-7b1bdb540d77",
                                                "urlSlug": "eurocode-updates-to-thin-walled-members-and-anchors",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__edge_indexing_improvement_in_member",
                                                "linkId": "ae8ec5d5-7aff-4dc1-9e94-a414912414c1",
                                                "urlSlug": "edge-indexing-in-member-and-connection-models",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_1__template__copy__f1af162",
                                                "linkId": "f1af1623-b7a3-4b77-8562-18cddae30194",
                                                "urlSlug": "calculate-load-extremes",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__limited_stress_check_feature_in_detail",
                                                "linkId": "77cd8496-7dd0-44e8-8153-3f7498958c0c",
                                                "urlSlug": "limited-stress-check-feature-in-detail",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__implementation_of_long_term_losses_in_det",
                                                "linkId": "11765fc5-842e-4fe5-afed-c54104da47d5",
                                                "urlSlug": "implementation-of-long-term-losses-in-detail",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__improvements_for_aci_318_19_in_detail",
                                                "linkId": "b2f21cdf-2d85-4815-ad24-fbe41ac65093",
                                                "urlSlug": "improvements-for-aci-318-19-in-detail",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__imperial_rounding_improvements_in_detail",
                                                "linkId": "358763b8-7373-444f-ab5f-d207d38e281b",
                                                "urlSlug": "imperial-rounding-improvements-in-detail",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "equivalent_time_for_deflection",
                                                "linkId": "9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e",
                                                "urlSlug": "equivalent-time-for-deflection-evaluation",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__enhanced_mesh_in_member__copy_",
                                                "linkId": "fcf88cfa-ef51-4afa-a139-917a5f1f8cbb",
                                                "urlSlug": "triangular-mesh-in-concrete-member",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_23_0",
                                                "linkId": "9a275699-6cf5-48a3-ac7c-1154c4c1331a",
                                                "urlSlug": "release-notes-idea-statica-23-0",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_1_timber_connections__show_angle_to_grains",
                                                "linkId": "eed5a14c-0581-42b1-8a67-7181fb8d4fdf",
                                                "urlSlug": "angle-to-the-grain-of-the-steel-to-timber-connections",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_1__significant_step_to_designing_and_code_ch",
                                                "linkId": "eac075cc-9e8a-4d0b-b678-e94b527863df",
                                                "urlSlug": "gmnia-solver-extended-to-shear-and-torsion-effects",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_22_1",
                                                "linkId": "8136efc3-3a87-48df-9cb2-890edbe4cfb2",
                                                "urlSlug": "notes-de-publication-idea-statica-22-1",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_0__loads_in_equilibrium_by_default",
                                                "linkId": "da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c",
                                                "urlSlug": "loads-in-equilibrium-by-default",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_0__fatigue_improvements",
                                                "linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
                                                "urlSlug": "fatigue-analysis-how-the-results-are-displayed",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
                                                "linkId": "f89307a5-4bac-4632-bb5f-1a2586f199a3",
                                                "urlSlug": "through-bolts-for-hollow-sections-warning",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn22_0__update_of_eccentricity_definition_of_norma",
                                                "linkId": "293fcced-8994-4a81-a805-88267657c66a",
                                                "urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_22_0",
                                                "linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
                                                "urlSlug": "release-notes-idea-statica-22-0",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_21_1__bearing_type_options_for_bolts",
                                                "linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
                                                "urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
                                                "linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
                                                "urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_21_1__slip_resistance_check_update_according_to",
                                                "linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
                                                "urlSlug": "slip-resistance-check-update-according-to-sp-16",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_0__connection_browser_ii",
                                                "linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
                                                "urlSlug": "company-sets-selection-in-the-connection-browser",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_21_1",
                                                "linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
                                                "urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "section_model_view___drawings___sketches____copy_",
                                                "linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
                                                "urlSlug": "mise-a-jour-du-solutionneur-cbfem",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "condensed_elements",
                                                "linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
                                                "urlSlug": "condensed-superelements-invisible-but-essential",
                                                "type": "blog_post"
                                              },
                                              {
                                                "codename": "differences_in_results_between_version_21_and_olde",
                                                "linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
                                                "urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_21_0_d5c25f3",
                                                "linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
                                                "urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_20_1__improved_model_of_contacts",
                                                "linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
                                                "urlSlug": "an-improved-model-of-contacts",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_20_1__butt_welds_upgraded_model",
                                                "linkId": "040fcb75-d544-4d75-bc49-182d150177d7",
                                                "urlSlug": "butt-welds-upgraded-model",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_20_1__bolt_bearing_distances__en_",
                                                "linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
                                                "urlSlug": "bolt-bearing-distances-for-eurocode",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_20_1__connecting_plate_eccentricity",
                                                "linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
                                                "urlSlug": "connecting-plate-eccentricity",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_steel_20_1",
                                                "linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
                                                "urlSlug": "release-notes-idea-statica-steel-20-1",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_concrete_20_1",
                                                "linkId": "79ff8a70-a79d-483c-8ce8-218a5f43cadc",
                                                "urlSlug": "release-notes-idea-statica-concrete-20-1",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_steel_20",
                                                "linkId": "4ba1aea8-5819-4504-bfc7-717be84625d1",
                                                "urlSlug": "release-notes-idea-statica-steel-20",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_concrete_20",
                                                "linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
                                                "urlSlug": "release-notes-idea-statica-concrete-20",
                                                "type": "support_center_article"
                                              }
                                            ],
                                            "name": "Content",
                                            "type": "rich_text",
                                            "value": "<h2>Compatibilité des versions</h2>\n<p>La version du logiciel IDEA StatiCa (par exemple 22.1.3.0789) est décrite par un numéro composé de la version majeure (22), la version mineure (.1), le numéro de correctif (.3) et le numéro de build (.0789).</p>\n<p>Chaque version majeure et mineure des applications IDEA StatiCa modifie les données du projet et les rend impossibles à utiliser dans les versions précédentes. Cela signifie que si vous créez ou enregistrez un projet dans la version 22.1, vous ne pouvez pas l'ouvrir dans la version 22.0.</p>\n<p>Cependant, les correctifs de la même version sont compatibles, donc si vous créez ou sauvegardez un projet dans le correctif 22.1.3, vous pouvez toujours l'ouvrir dans le correctif 22.1.0.</p>\n<p>Le <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a> génère toujours des fichiers de projet dans la dernière version de IDEA StatiCa et le dernier correctif publié.</p>\n<h2>Ouvrir un ancien projet dans une version plus récente</h2>\n<p>Les modèles conçus dans des versions antérieures de IDEA StatiCa peuvent présenter des différences lorsque vous passez à la version la plus récente. Lors de la mise à jour vers une version plus récente du programme, vous pouvez rencontrer certaines différences associées à l'ouverture de modèles créés dans des versions antérieures.</p>\n<p>Pour vous tenir au courant, veuillez lire les <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">notes de publication</a> pour chaque version majeure et mineure publiée, ainsi que les mises à jour des correctifs et les <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">listes des bogues résolus</a>.</p>\n<p>Vous trouverez ci-dessous une liste des principales modifications apportées à chaque nouvelle version du programme qui peuvent entraîner des changements des résultats :</p>\n<h3>Changements dans la version 25.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Analyse géométrique non linéaire</a> (GMNA)</li>\n  <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Zone d'épandage de soudure</a></li>\n</ul>\n<p>Lire les <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">points principaux</a> et la <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 25.0.</p>\n<h3>Changements dans la version 24.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de la norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Amélioration du maillage autour des trous de boulons et articulations</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est sorti de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> à travers les tiges, bêches et frottement</li>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (Eurocode uniquement)</li>\n</ul>\n<p>Lire les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux</a> et la <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.1.</p>\n<h3>Changements dans la version 24.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (correctif 23.1.1)</li>\n  <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Étendre l'élément à l'aide de l'opération de coupe</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (correctif 23.1.2)</li>\n</ul>\n<p>BIM et SERVICES CLOUD</p>\n<ul>\n  <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Centre de conception structurale gratuit pour tous les logiciels MEF et DAO autorisés</a> et arrêt des plugins Viewer gratuits</li>\n</ul>\n<p>Lisez les <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">points principaux</a> et la <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.0.</p>\n<h3>Changements dans la version 23.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Soudures - autoconception, saisie, avertissements, visualisation</a></li>\n  <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Saisie et visualisation de la position de l'effort de cisaillement</a> (depuis le correctif 23.0.5)</li>\n  <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Réduction de la limite d'élasticité pour les sections creuses en acier à grande résistance</a></li>\n  <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Avertissement pour les soudures et boulons reliant les mêmes platines</a> (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Reconnaissance des fourrures</a> (depuis le correctif 23.0.3)</li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction des boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Calcul détaillé des valeurs des matériaux de conception des assemblages affichées dans le tableau des résultats des platines</a></li>\n  <li>Classes des matériaux d'acier et boulons selon AISC360-22 (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Détection des singularités dans Member</a> (depuis le correctif 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Notes de publication de IDEA StatiCa 23.1.</a></p>\n<h3>Changements dans la version 23.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Vérifications de qualification des assemblages sismiques préqualifiés pour AISC</a></li>\n  <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Mise à jour des normes ANSI/AISC 360-22, CSA S16:19 et des sections Taïwan</a></li>\n  <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Tiges détachées</a> (depuis le correctif 22.1.5)</li>\n  <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Mises à jour de l'Eurocode pour les éléments à voile mince et tiges</a></li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction pour les boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Indexation des bords dans les modèles Member et Connection</a></li>\n  <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Sélection des extrêmes de charge</a> (depuis le correctif 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Fonctionnalité de vérification des contraintes limitée dans Detail</a></li>\n  <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implémentation des pertes à long terme dans Detail</a></li>\n  <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Améliorations pour ACI 318-19 dans Detail</a></li>\n  <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Améliorations de l'arrondissement impérial dans Detail</a></li>\n  <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Temps équivalent pour la flèche dans Beam</a> (depuis le correctif 22.1.3)</li>\n  <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Maillage triangulaire en béton dans Member</a></li>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Notes de publication de IDEA StatiCa 23.0</a>.</p>\n<h3>Changements dans la version 22.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle par rapport au grain des assemblages acier-bois</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Solutionneur GMNIA étendu aux effets de cisaillement et de torsion</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Notes de publication de IDEA StatiCa 22.1.</a></p>\n<h3>Changements dans la version 22.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Charges en équilibre par défaut</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Analyse de fatigue - comment les résultats sont affichés</a></li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Avertissement concernant les boulons traversants pour les sections creuses</a></li>\n  <li>Mise à jour de Connection Lite</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Mise à jour de la définition de l'excentricité d'effort normal pour les poteaux en béton selon l'Eurocode</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Notes de publication de IDEA StatiCa 22.0</a>.</p>\n<h3>Changements dans la version 21.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Options de type de pression diamétrale pour les boulons dans la version 21.1 et suivantes</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Vérifications spécifiques des soudures selon l'Eurocode (EN) et la norme indienne (IS)</a></li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Mise à jour de vérification de résistance au glissement selon SP 16</a></li>\n</ul>\n<p>Pour les utilisateurs de <strong>Gestionnaire des modèles</strong>, utilisez la version 21.1 pour <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transférer vos conceptions dans la nouvelle Connection Library</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Notes de publication de IDEA StatiCa 21.1</a>.</p>\n<h3>Changements dans la version 21.0</h3>\n<p>Le changement le plus important depuis la version 21.0 concerne le modèle analytique des éléments dans Connection, veuillez lire l'article <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Mise à jour du solutionneur CBFEM</a> et l'article de blogue <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Super-éléments condensés - invisibles mais essentiels</a>. L'impact des changements est également décrit dans l'article <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Améliorations du modèle d'analyse dans IDEA StatiCa version 21.0</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Notes de publication de IDEA StatiCa 21.0</a>.</p>\n<h3>Changements dans la version 20.1</h3>\n<p>Nous indiquons ici les articles décrivant les principales différences entre l'ancienne et la nouvelle version.</p>\n<ul>\n  <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Modèle amélioré des contacts</a></li>\n  <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Modèle amélioré pour les soudures bout à bout</a></li>\n  <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Distances d'appui des boulons pour l'Eurocode</a></li>\n  <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Excentricité de platine de raccordement</a></li>\n</ul>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.1</a> et <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.1.</a></p>\n<h3>Changements dans la version 20</h3>\n<p><strong>Refonte de l'opération de fabrication des cornières</strong></p>\n<p>Dans la version précédente, l'opération de fabrication des cornières faisait parfois intervertir les ailes des sections en L, principalement lors de la rotation de l'élément autour de l'axe longitudinal. Désormais, les sections en L sont positionnées correctement et l'orientation des ailes est maintenue lors de l'introduction de rotation de l'élément. Le nouveau mécanisme est basé sur un nouveau positionnement de l'élément (par ses coordonnées locales - plutôt que par ses rotations).</p>\n<p><strong>Systèmes de coordonnées locales des éléments dans les applications MEF/DAO</strong></p>\n<p>Toutes les entités dans les applications MEF/DAO sont créées de manière à ce que leur axe de définition ait un début et une fin. Ces deux points sont pris comme vecteur pour définir le système de coordonnées locales de l'élément. Ces informations sont stockées dans chaque projet d'application MEF/DAO et peuvent être utilisées lors de l'importation. Nous en avons profité pour améliorer l'exactitude de l'importation de la géométrie par notre lien BIM. De l'autre côté, cela change les conditions et l'utilisateur doit faire attention à la façon dont le modèle est créé dans MEF/DAO parce que cela a un impact sur le modèle CBFEM dans Connection. Nous recommandons de faire attention lors de l'importation des projets MEF/DAO dans la version 20, le système de coordonnées locales des éléments peut changer avec le modèle et la différence par rapport au modèle importé dans les versions précédentes est éminente.</p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"\"></figure>\n<p><strong>Compatibilité des projets d'application Member</strong></p>\n<p>L'application IDEA StatiCa Member passe par un développement agile, en particulier l'architecture de stockage des données et l'interface utilisateur guidée. Sur cette base, il est évident que les projets créés dans les anciennes versions peuvent ne pas être ouverts correctement dans la version 20 ou que l'application peut ne pas les ouvrir. Veuillez en tenir compte et excuser IDEA StatiCa pour la gêne occasionnée.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.0</a> et <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changements dans la version 10.1 et antérieures</h3>\n<p>L'une des raisons de la nouvelle interface graphique est que beaucoup d'ingénieurs disaient : «&nbsp;IDEA StatiCa Connection doit être plus à l'abri des erreurs&nbsp;». Ces «&nbsp;erreurs&nbsp;» sont généralement liées à :</p>\n<ul>\n  <li>La définition correcte&nbsp;de la <strong>longueur</strong> <strong>des éléments</strong> – dans le cas d'éléments extrêmement courts ou longs, cela peut avoir une influence considérable sur les résultats. Depuis la version 9, IDEA StatiCa Connection définit automatiquement une longueur appropriée pour tous les éléments.</li>\n  <li><strong>Soudures </strong>– la redistribution plastique des contraintes est de loin la méthode de conception la plus précise pour les soudures et a été introduite dans la version 7.1. Au cours de la version 8 – et pendant une période de transition – elle était la méthode par défaut et coexistait avec les autres méthodes d'évaluation. Depuis la version 9, cette méthode est la seule option disponible et les autres méthodes d'évaluation ont été supprimées afin d'éviter toute confusion parmi les utilisateurs, comme nous l'avons constaté par l'intermédiaire de notre service d'assistance. Cela permet de s'assurer que toutes les soudures du projet sont conçues en toute sécurité et qu'elles sont conformes à la norme.</li>\n</ul>\n<p>Nous avons mis en place plusieurs <strong>mécanismes de vérification</strong> pour IDEA StatiCa Connection depuis la version 9.0 – vérification automatique lorsque l'assemblage est modélisé d'une manière recommandée (vérification des singularités, longueurs des éléments, décalages...). Si l'assemblage n'est pas modélisé correctement, le calcul est interrompu ou un message d'erreur est affiché. Veuillez noter qu'en raison de toutes ces améliorations, l'ouverture de projets provenant de versions antérieures peut engendrer une géométrie de modèle différente qui peut nécessiter des modifications supplémentaires.</p>\n<p>Nous avons également amélioré le <strong>maillage </strong>des sections creuses – IDEA StatiCa Connection depuis la version 9.0 génère un maillage plus fin sur les éléments avec sections creuses, ce qui peut conduire à des résultats légèrement différents par rapport aux versions antérieures.</p>\n<p>Nous affichons l'avertissement de compatibilité à chaque ouverture d'un projet provenant des anciennes versions :</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"\"></figure>"
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2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17d20cb1_a2ef_0121_e13d_cdd383715bd1\"></object>\n<h2>Version 21.1.7</h2>\n<p>Publiée&nbsp;5 janvier, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8427ee28_6709_014a_59dc_20f917e59770\"></object>\n<h2>Version 21.1.6</h2>\n<p>Publiée le 6 mai, 2022</p>\n<p>Nous avons amélioré la manière de réserver et libérer les sièges de licence dans le pool de licences de votre entreprise. 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                    "value": "<h2>Points principaux de la version 24.1</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8ab1ba7b_43b7_0196_2c06_f17ee13c51f7\"></object>\n<h2>Conception en béton</h2>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail est vérifié</strong></a> et prêt pour la conception des <strong>ancrages en 3D </strong>considérant le <strong>ferraillage réel</strong>, ce qui résout le problème des tiges près de bords de béton.</li>\n  <li>La nouvelle analyse de <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>déversement</strong></a> dans l'application <strong>Beam</strong> et des <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>combinaisons ELS</strong></a> dans Detail <strong>pour la conception des éléments préfabriqués</strong>.</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Modèles pour 2D Detail</strong></a>&nbsp;prêts à utiliser vous aident à démarrer avec le processus de modélisation en quelques secondes.</li>\n</ul>\n<h2>Conception d'assemblages en acier</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Modèles paramétriques</strong></a><strong> </strong>pour des assemblages en acier typiques ou répétitifs. La série IDEA comprend 50 modèles et vous pouvez en créer d'autres vous-même.</li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\"><strong>Accélération de l'application Connection</strong></a> avec le démarrage plus court, réponses plus rapides dans le menu Backstage et <strong>optimisation </strong>de la présentation des résultats et <strong>de l'usage de mémoire </strong>pour les grands projets.</li>\n  <li><strong>Améliorations de l'interface utilisateur - </strong><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion d'élément du projet et matériau</a><strong>, </strong><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">outil de mesure</a>, <a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">sélection/édition multiple</a> et <a data-item-id=\"d0b73776-87a3-52b5-8aca-6fae3f08b94e\" href=\"\">importation des platines de DXF</a>.</li>\n  <li><strong>Améliorations d'Eurocode </strong>comprennent la <a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">sélection de norme automatique entre 1993-1-8 et 1992-4</a>. <strong>Canada et Australie</strong> peuvent profiter de l'offre des <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#PJP-welds-for-CSA-and-AS\">soudures à pénétration partielle</a>, <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Update-of-cross-section-and-material-databases\">base de données des formes actualisée de AISC v16.0</a> et <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#material-defaults-aisc-as\">paramétrage des matériaux par défaut</a>.</li>\n  <li>Les<strong> </strong><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\"><strong>capacités de Viewer</strong></a><strong> </strong>ont été renforcées pour la coopération en équipe par le partage des modèles avec les <strong>liens URL </strong>et <strong>gestion des liens. </strong>On a ajouté<strong> </strong>des <a href=\"https://www.ideastatica.com/support-center/the-ui-of-the-idea-statica-viewer-tool#The-right-Property-panel\">informations de modèle supplémentaires</a> - types et tailles de soudures, type de modèle, axes d'articulation, coordonnées spatiales des assemblages.</li>\n  <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Bibliothèque des assemblages</strong></a><strong> </strong>propose des conceptions précisément pour des modèles spécifiques dans le Viewer.</li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li>Le <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\"><strong>plug-in Hilti PROFIS</strong></a> permet aux 200k+ utilisateurs actuels de Hilti d'exporter des charges, matériaux et sections depuis leur application MEF vers Hilti PROFIS Engineering via Checkbot.</li>\n  <li>Conceptions des assemblages sont applicables aux <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\"><strong>groupes de nœuds dans Checkbot</strong></a>&nbsp;créés automatiquement selon la géométrie et section transversale ou définis par l'utilisateur.&nbsp;</li>\n  <li>La <a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>vitesse de l'application a augmenté</strong></a><strong> </strong>par 60% et elle ouvre des projets avec jusqu'à 1000&nbsp;nœuds en quelques secondes.</li>\n  <li>Capacités d'exportation agrandies par l'<a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\"><strong>exportation IFC</strong></a><strong> </strong>pour des fichiers simples ou à plusieurs assemblages.</li>\n  <li>Vérifiez la compatibilité de votre logiciel dans la liste des <a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\"><strong>versions autorisées dans 24.1</strong></a><strong>.</strong></li>\n</ul>\n<h2>Usage et licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\"><strong>Nouveau paramétrage de projet</strong></a> avec exportation et partage et la possibilité d'adapter aux annexes nationales.</li>\n  <li>Type de licence <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Authentification unique (SSO)</strong></a> est disponible pour tous les clients Enterprise.</li>\n  <li>Les administrateurs de licence peuvent regarder les<strong> </strong><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\"><strong>rapports mensuels d'usage</strong></a><strong> </strong>des applications IDEA StatiCa.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e43d5746_5275_01bb_848f_37021cb2508a\"></object>"
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            "value": "<p>IDEA StatiCa est un outil permettant de résoudre des tâches complexes en 3D et est entièrement vérifié pour l'ancrage dans des blocs de béton. Cette solution vous permet d'effectuer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU). Nous disposons ainsi d'un outil permettant de saisir tous les types de <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">ruptures de béton</a> pour les fondements. Avec IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> pour la vérification des ancrages, nous proposons un ensemble complet pour tous ceux qui travaillent avec les assemblages acier-béton.</p>\n<p>L'amélioration du transfert de cisaillement, amélioration des résultats et intégration simplifiée entre <strong>IDEA StatiCa Connection</strong> et <strong>IDEA StatiCa Detail</strong>, ainsi que les vérifications, signifient que la solution est maintenant entièrement capable de traiter des exemples réels et pratiques de n'importe quel type d'ancrage.</p>\n<h3>Quelles sont les améliorations principales par rapport à la version BÊTA ?</h3>\n<ul>\n  <li><strong>Appareils de transfert de cisaillement :</strong> Entités fondamentales qui permettent la conception générale de tous les types d'ancrage <strong>(tiges, bêches et frottement)</strong>. Tous les types correspondent aux options dans IDEA StatiCa Connection, ce qui permet une importation aisée. Lisez la note de publication séparée consacrée aux <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Appareils de transfert de cisaillement</a>.</li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n  <li><strong>Sections des résultats&nbsp;</strong>: Dans le cadre des améliorations pour mieux comprendre les résultats, Detail offre la possibilité de voir le comportement réel de la structure. Lire la note de publication séparée : <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n  <li><strong>Exportation complète de Connection avec de nouvelles entités : </strong>L'importation est possible, y compris toutes les informations sur les matériaux, les types de tiges et leurs traitements finaux. Lire la note de publication séparée : <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection vers Detail</a></li>\n  <li><strong>Grille du plan de travail&nbsp;:</strong> Une nouvelle grille facilite l'identification des surfaces lors de la modélisation, ferraillage, création de sections, etc. Lire la note de publication séparée : <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Amélioration de la modélisation – Grilles et poids propre</a></li>\n  <li><strong>Poids propre :</strong> L'application inclut un autre type de charge, le poids propre. Il est automatiquement calculé en fonction des dimensions et matériau sélectionné.</li>\n  <li><strong>Maillage affiné autour des tiges :</strong> Le maillage autour des tiges a été localement affiné pour obtenir des résultats précis. Ce paramétrage ne peut pas être modifié. Le maillage est généré automatiquement.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Description complète des fonctionnalités de 3D Detail.</a></p>\n<p><em>Note : Actuellement pour l'Eurocode (EN) seulement.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b335540c_7ff4_017f_4617_c09c66db4e89\"></object>\n<h3>Limites connues de 3D Detail</h3>\n<p>Comme Detail n'est qu'un outil qui ne peut pas remplacer le jugement des ingénieurs, il est nécessaire de bien comprendre ses fonctions, ses avantages et ses limites. Lisez les limites qui doivent être prises en compte :</p>\n<ul>\n  <li>La solution ne convient qu'au<strong> béton armé.</strong></li>\n  <li>L'application fournit des<strong> vérifications ELU</strong> conformément à la norme EN.</li>\n  <li><strong>Un seul bloc de béton</strong> est autorisé dans Detail.</li>\n  <li>Dans Detail, les tiges ne sont vérifiées que pour la résistance à la traction. Il est nécessaire d'<strong>utiliser Connection pour les vérifications de cisaillement et d'interaction</strong>.</li>\n  <li>Seuls les modèles <strong>ancrés par un pied de poteau</strong> et <strong>seulement</strong> <strong>contact direct </strong>peuvent être importés dans Detail (à partir de Connection).</li>\n  <li><strong>Les charges importées et saisies par l'utilisateur ne peuvent pas être combinées dans le même modèle.</strong></li>\n</ul>\n<p>Pour une liste complète des limites et des explications complémentaires, consultez l'article : <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail</a></p>\n<h3>Vérifications</h3>\n<p>Nous soulignons encore une fois que, bien que Detail 3D soit une solution générale pour modéliser n'importe quel détail, nous vérifions les exemples étape par étape. L'accent est actuellement mis sur la vérification des fonctionnalités liées à l'<a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">ancrage</a>. Vous trouverez ci-dessous une vue d'ensemble des cas d'utilisation possibles et projets de développement ultérieurs :</p>\n<table><tbody>\n  <tr><td><strong>Cas d'utilisation</strong></td><td><strong>Fonctionnalité prête</strong></td><td><strong>Vérification fournie</strong></td><td><strong>Vérification dans la version</strong></td></tr>\n  <tr><td>Fondements des poteaux en acier</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Ancrages généraux des éléments en acier<br>\n(poutres, contreventements, tiges de levage...)</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Utilisation générale de Detail 3D pour d'autres cas (têtes de pieux, têtes de piliers, etc.)</td><td>OUI</td><td>NON</td><td>en cours de développement</td></tr>\n  <tr><td>Type de modèle de voile</td><td>NON</td><td>NON</td><td>en cours de développement</td></tr>\n</tbody></table>\n<p>Nous mettons continuellement à jour et ajoutons de nouvelles <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&amp;label=detail_3d\">vérifications pour 3D Detail</a> où nous vérifions la fonctionnalité et les hypothèses. Pour une compréhension plus approfondie de la méthode, lisez la <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Base théorique</a> complète qui comprend les principales hypothèses, une description du modèle de matériau et plus encore.</p>\n<p>Publié dans IDEA StatiCa version 24.1</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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    "value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n  <li>Summary</li>\n  <li>Strength</li>\n  <li>Anchorage</li>\n  <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview.&nbsp;</p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties.&nbsp;</p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes:&nbsp;<strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction.&nbsp;</p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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                    "value": "<p>3D CSFM defines the concrete behavior based on the<strong> Modified Mohr-Coulomb</strong> plasticity theory for monotonic loading. The method <strong>considers principal concrete stresses in compression and reinforcement stresses (σ</strong><em><strong><sub>sr</sub></strong></em><strong>) at the cracks while neglecting the concrete tensile strength (tension cut-off), except for its stiffening effect on the reinforcement (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>Tension stiffening</strong></a><strong>).</strong></p>\n<p><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>1</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>2</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>3</sub></strong><em><strong><sub>r</sub></strong></em><em><strong> ≤ 0 MPa</strong></em></p>\n<p>The reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM <strong>is not suitable for simulating plain concrete</strong> due to the absence of tension, which may result in misleading deformation and model divergence. Generally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle <em>φ</em> and cohesion parameter <em>c</em>. <strong>3D CSFM assumes a zero angle of internal friction </strong>(Fig. 1e), leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Basic assumptions of the 3D CSFM: (a) principal stresses in concrete; (b) stresses in the reinforcement direction;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) stress-strain diagram of concrete in terms of maximum stresses; (d) stress-strain diagram of reinforcement}}}\\) \\( \\textsf{\\textit{\\footnotesize{in terms of stresses at cracks and average strains; (e) Mohr's circles for concrete model in 3D CSFM; (f) bond shear stress-slip}}}\\) \\( \\textsf{\\textit{\\footnotesize{relationship for anchorage length verifications.}}}\\)</em></p>\n<h4>Concrete&nbsp;</h4>\n<p>The presented material model is a multisurface plasticity model given by the combination of the Mohr-Coulomb and Rankine models for monotonic loading. It’s important to note that this model does not address unloading, therefore, state variables are not stored, as they would be in classical plasticity models used for cyclic loading.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>As already mentioned, the material model is intended for use in applications that calculate the response of reinforced concrete (not suitable for plain concrete). This is due to the exclusion of concrete in tension. Therefore, the model is not even suitable for structural elements where the design rules for reinforced concrete such as minimum reinforcement ratio, maximum bar spacing, etc., are not fulfilled. It should also be added that, for numerical stability reasons, a very small tensile capacity is defined in the model. The tensile part is restricted by planes corresponding to the Rankine model.</p>\n<p>3D CSFM in&nbsp;<em>IDEA StatiCa Detail</em>&nbsp;does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., it considers an infinitely plastic branch after the peak stress is reached). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the&nbsp;𝜂<sub>𝑓𝑐</sub>&nbsp;reduction factor defined in&nbsp;<em>fib</em>&nbsp;Model Code 2010 as follows:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>c</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<p>The <em>f</em><em><sub>c,red</sub></em> is then compared with the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> in concrete, which will be defined further, of course, with consideration of all safety factors prescribed by code.</p>\n<p>A detailed description of the concrete model can be found at the following link:</p>\n<ul>\n  <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Concrete Material Model for 3D Detail</strong></a></li>\n</ul>\n<h4>Reinforcement</h4>\n<p>The bilinear stress-strain diagram for reinforcement bars, as defined by design codes (Fig. 1d), represents an idealized model. This model necessitates knowledge of the basic properties of the reinforcement during the design phase, specifically the strength and ductility class. Alternatively, users have the option to define a customized stress-strain relationship.</p>\n<p>Tension stiffening is considered by modifying the stress-strain relationship of the bare reinforcing bar to capture the average stiffness of the bars embedded in the concrete (ε<sub>m</sub>) (Fig 1b).</p>\n<h4>Anchorage</h4>\n<p>Bond-slip between reinforcement and concrete is introduced in the finite element model by considering the simplified rigid-perfectly plastic constitutive relationship presented in (Fig. 1f), with&nbsp;<em>f</em><em><sub>bd</sub></em>&nbsp;being the design value (factored value) of the ultimate bond stress specified by the design code for the specific bond conditions.</p>\n<p>This is a simplified model with the sole purpose of verifying bond prescriptions according to design codes (i.e., anchorage of reinforcement). The reduction of the anchorage length when using hooks, loops, and similar bar shapes can be considered by defining a certain capacity at the end of the reinforcement, as will be described further.</p>\n<h4>Anchors</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces, as well as shear forces, considering the bending stiffness.&nbsp;</p>\n<p>The following types of anchors are available:</p>\n<ul>\n  <li>Cast-in-place anchors\n    <ul>\n      <li>Reinforcement</li>\n      <li>Washer plate</li>\n      <li>Headed stud</li>\n    </ul>\n  </li>\n  <li>Cast-in-place reinforcement\n    <ul>\n      <li>Reinforcement</li>\n      <li>Threaded rods</li>\n    </ul>\n  </li>\n</ul>\n<p><br></p>\n<p><strong>Cast-in-place - Reinforcement</strong></p>\n<p>Modeled as ribbed reinforcement embedded in concrete. Bond strength is calculated according to selected code rules in the same way as for standard reinforcement. At the anchor end, an <strong>Anchorage type</strong> can be defined, working identically to reinforcement - an anchorage spring is applied with the β-factor set according to the chosen code. Three geometric shapes are available: <strong>Straight, L-shape, U-shape</strong>.</p>\n<figure data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b7dc2b3e-f3e4-4741-8826-118ea9a6372a/Cast-in-reinforcement%20shapes.png\" data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Cast-in reinforcement anchor - shapes}}}\\]</em></p>\n<p><strong>Cast-in-place - Washer plate and Headed stud</strong></p>\n<p>The washer plate and the head of the headed stud are modeled as a plate-shell element from the corresponding material attached directly to the anchor shank. It transfers load to the concrete through compression-only contact. Available shapes: circular and square (only circular for headed stud), with customizable dimensions. The washer plate and head model is elastic and is not checked for resistance.&nbsp;</p>\n<p>At the finite element model level, the <strong>pull-out</strong> of the anchor is directly checked. The compression contact has stop criteria set so that it is not able to transfer greater contact stress to the concrete than prescribed by the selected standard. In practical terms, this means that if the anchor were to be loaded with a force that does not comply with the pull-out assessment, the result would be premature termination of the calculation because this stop criterion would be exceeded during further loading.</p>\n<p>The anchor shank has <strong>zero bond strength</strong> – all load is transferred to the concrete through the plate or head into the concrete.</p>\n<p><strong>Post-installed - Reinforcement and Threaded rod</strong></p>\n<p>Designed as bars installed into drilled holes and bonded with adhesive. The engineer specifies the <strong>design bond strength</strong> directly from the technical specification of the adhesive product.</p>\n<p>More information about connecting individual anchor types to the base plate or cast-in plate can be found in the chapter Finite elements types - <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#load-transfer-devices\" title=\"Load transferring devices\">Load transferring devices</a>.&nbsp;</p>"
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                    "value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory&nbsp;is a&nbsp;mathematical model&nbsp;describing the response of<strong> </strong>brittle materials, to&nbsp;shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the&nbsp;compressive strength&nbsp;far exceeds the&nbsp;tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In&nbsp;structural engineering,&nbsp;it is used to determine failure load as well as the angle of&nbsp;fracture&nbsp;for displacement of fracture surface in concrete and similar materials.&nbsp;Coulomb's&nbsp;friction&nbsp;hypothesis is used to determine the combination of shear and&nbsp;normal stress&nbsp;that will cause a fracture of the material.&nbsp;Mohr's circle&nbsp;is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the&nbsp;principle of normality,&nbsp;the stress introduced at failure will be perpendicular to the line describing the fracture condition.&nbsp;</p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the&nbsp;angle of friction. This makes the strength of the material determinable by comparing the external&nbsp;mechanical work&nbsp;introduced by the displacement and the external load with the internal mechanical work introduced by the&nbsp;strain&nbsp;and stress at the line of failure. By&nbsp;conservation of energy,&nbsp;the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 6.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 7.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 6, where the real angle of internal friction is used, and Figure 7, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way.&nbsp;</p>\n<p>\\[\\kappa = &nbsp;&nbsp;\\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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                    "value": "<h3>Equilibrium equations</h3>\n<p>The theory of small deformations enables the assembly of the equilibrium equation based on the undeformed volume using a first-order approach.&nbsp;</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Equilibrium equations and graphical representation on infinitesimal element}}}\\]</em></p>\n<h3>Compatibility equations</h3>\n<p>A solid body comprises infinitesimal volumes or material points, each of which is interconnected without gaps or overlaps. Mathematical conditions must be adhered to in order to prevent the occurrence of gaps or overlaps when a continuum body undergoes deformation.</p>\n<h3>Constitutive equations</h3>\n<p>The constitutive equations governing the behavior of 3D elements play a pivotal role in the analysis of material behavior in structural mechanics. These equations are formulated to accommodate the non-linear <strong>isotropic behavior</strong>, which is valid for <strong>solid block </strong>members in IDEA StatiCa Detail.&nbsp;</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 9\\qquad Linearly elastic isotropic compliance matrix}}}\\]</em></p>"
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                    "value": "<p>The non-linear (inelastic) finite element analysis model is created by several types of finite elements used to model concrete, reinforcement, and the bond between them. Concrete and reinforcement elements are first meshed independently and then interconnected using multi-point constraints (MPC elements). This allows the reinforcement to occupy any position not limited to nodes of tetrahedral mesh. To verify anchorage length, bond, and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC and bond elements}}}\\]</em></p>\n<h4>Concrete</h4>\n<p>Concrete is analyzed using <strong>mixed tetrahedral elements with nodal rotations</strong>. The tetrahedral elements allow us to mesh regions of any topology while the implemented formulation guarantees accurate deformation results (without spurious shear stress known as the shear lock effect) even for the coarse mesh which would not be suitable for linear tetrahedral elements formulation.&nbsp;</p>\n<p>Full integration is utilized. It means that each element is equipped with four integration points situated within the volume. Such an integration yields a precise strain and stress field, allowing for sufficient evaluation and presentation of the results across the whole volume. Subsequently, the stop criteria are established based on the value in the integration point.</p>\n<h4>Reinforcement</h4>\n<p>Rebars are modeled by two-node 1D “rod” elements (CROD), which only have axial stiffness. These elements are connected to special “bond” elements that were developed in order to model the slip behavior between a reinforcing bar and the surrounding concrete. These bond elements are subsequently connected by MPC (multi-point constraint) elements to the mesh representing the concrete. This approach allows the independent meshing of reinforcement and concrete, while their interconnection is ensured later.</p>\n<h4>Bond elements</h4>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (3D) and reinforcing bar elements (1D) in the finite element model. For this purpose, the “bond” finite element type was developed.</p>\n<p>The bond element is defined as a shell finite element connected to elements representing reinforcement by the first layer and by the second layer to concrete mesh via multi-point constraints (MPC elements). It should be noted that the bond element is always displayed in this article with a non-zero height, which is, however, defined as infinitesimal in the model.</p>\n<p>The behavior of this element is described by the bond stress, τ<em><sub>b</sub></em>, as a bilinear function of the slip between the upper and lower nodes, δ<em>u</em>, see (Fig. 12).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad (a)&nbsp;Conceptual&nbsp;illustration&nbsp;of&nbsp;the&nbsp;deformation&nbsp;of&nbsp;a&nbsp;bond&nbsp;element;&nbsp;(b) shear-deformation&nbsp;function}}}\\]</em></p>\n<p>The elastic stiffness modulus of the bond-slip relationship,&nbsp;<em>Gb</em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default&nbsp;<em>kg</em>&nbsp;= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as&nbsp;<em>Ecm</em>&nbsp;in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress,&nbsp;<em>f</em><em><sub>bd</sub></em>, provided in the respective selected design codes EN 1992-1-1 or ACI 318-19 are used to verify the anchorage length. The hardening of the plastic branch is calculated by default as&nbsp;<em>Gb</em>/105.</p>\n<h4>Anchorage spring</h4>\n<p>The provision of anchorage ends to the reinforcing bars (i.e., bends, hooks, loops…), which fulfills the prescriptions of design codes, allows the reduction of the basic anchorage length of the bars (<em>l</em><em><sub>b,net</sub></em>) by a certain factor β (referred to as the ‘anchorage coefficient’ below). The design value of the anchorage length (<em>lb</em>) is then calculated as follows:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Model for the reduction of the anchorage length: a) Anchorage force along the anchorage length of }}}\\] \\[ \\textsf{\\textit{\\footnotesize{the reinforcement bar, b) slip-anchorage force constitutive law}}}\\]</em></p>\n<p><br></p>\n<p>The reduction of the anchorage length is included in the finite element model by means of a spring element at the end of the bar (Fig. 13a), which is defined by the constitutive model shown in (Fig. 13b). The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement</p>"
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                    "value": "<h3>Base plate</h3>\n<p>The base plate is modeled as an elastic shell element. The steel material used for base plates is defined in the Materials tab. The only physical property is the modulus of elasticity <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad The base plate material definition}}}\\]</em></p>\n<p>The base plate can be loaded by the point load (Fx, Fy, Fz, Mx, My, Mz) and the group of forces (Fx, Fy, Fz), mainly used for loading models exported from the IDEA StatiCa Connection. Note that point loads and point moments directly load the corresponding node of the base plate. It means that there is no redistribution, only by the stiffness of the base plate.&nbsp;</p>\n<p>This implementation allows importing load effects from the IDEA StatiCa Connection that are applied to the base plate at the location of the individual weld finite elements with the value and direction determined from the general stress of that weld finite element. More can be read in the corresponding chapter of this document.</p>\n<p>The second loading option is the <strong>Stub</strong> — representing a short portion of the column above the base plate. The stub is modeled as an elastic shell element structure and behaves as a physically accurate interface between the internal forces and the plate. The user selects a cross-section for the stub from a standard section database. The 6-component internal force set (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> — i.e. the base of the column. Constraints transfer the forces to the top face of the stub, from where they are naturally redistributed through the stub into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33381e95-f9e8-4586-8a4e-d723bbab5356/Stub%20for%20loading.png\" data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad The load transfer through the stub}}}\\]</em></p>\n<p><br></p>\n<p><strong>Shear transfer mechanism (from base plate to concrete block)</strong></p>\n<p>Frictional compression-only contact is defined between the baseplate and concrete. For the shear transfer user can choose from three options:</p>\n<ul>\n  <li><strong>By anchors</strong></li>\n  <li><strong>By friction</strong></li>\n  <li><strong>By shear lug</strong></li>\n</ul>\n<p>The software does not allow the combination of these shear transfer mechanisms.&nbsp;</p>\n<p><strong>The friction</strong> coefficient should be input as a designed (factored) value. In case the resultant shear force&nbsp;<em>F</em><em><sub>xy</sub></em><em> </em>exceeds the pressure force <em>F</em><em><sub>z</sub></em> times the frictional coefficient <em>μ,</em> the calculation will stop, and not all the loads will apply to the model. The condition is written as follows:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>This can be seen in the following example, where two load cases are considered.&nbsp;</p>\n<ul>\n  <li>LC1 - Permanent type - F<sub>z</sub> = 100 kN</li>\n  <li>LC2 - Variable type- F<sub>x</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Load input for example explaining shear transfer by friction}}}\\]</em></p>\n<p>In the first calculation step, all the permanent load is applied. Then the variable load is gradually applied until it reaches the value of the pressure load times the friction coefficient.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Results from example explaining shear transfer by friction}}}\\]</em></p>\n<p>The graph in Figure 18 defines the behavior of the frictional contact between the baseplate and concrete.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad Force-displacement graph describing the behavior of frictional contact}}}\\]</em></p>\n<p>The value of<em> F</em><em><sub>z</sub></em><em>μ</em> differs for each increment of the calculation, whereas the value of maximal shear deformation <em>u</em><em><sub>xy</sub></em> is constant.&nbsp;</p>\n<p>If the compressive normal force <em>F</em><em><sub>z</sub></em> and the shear force <em>F</em><em><sub>xy</sub></em> are input in one load case type (e.g. only permanent), and the condition of <em>F</em><em><sub>xy</sub></em><em>&nbsp;/ (F</em><em><sub>z</sub></em><em>μ)&nbsp;≤ 1</em> is not fulfilled<em>, </em>no load will be applied to the model because the condition is not fulfilled in any increment of the calculation.</p>\n<p><strong>The shear lug</strong> is connected with the concrete mesh by constraints allowing only compression only normal stress transfer.&nbsp;</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Shear lug transfer of shear mechanism}}}\\]</em></p>\n<p>The shear lug is modeled from elastic shell elements, where the modulus of elasticity E defines the material.</p>\n<p>The results are not evaluated and displayed for the base plate as well as for the shear lug.</p>\n<p><br></p>\n<p><strong>&nbsp;Base plate options &nbsp;(stand-off, grout)</strong></p>\n<p>The following set of stand-off options, fully aligned with the Connection application, is available.</p>\n<ul>\n  <li><strong>Direct</strong></li>\n  <li><strong>Mortar joint – nuts from the top</strong></li>\n  <li><strong>Mortar joint – nuts from the top and bottom</strong></li>\n  <li><strong>Gap</strong></li>\n</ul>\n<p>The mortar layer is modeled as a <strong>shell element</strong>, with its stiffness taken into account. Note that shell elements are incompressible in the direction of their thickness. This helps to redistribute local forces to the concrete and is valid for typical bedding thicknesses used in practice - 25-50 mm.</p>\n<p>The distinction between nuts only from the top (pinned interconnection between anchor and base plate) vs. top and bottom (fixed interconnection between anchor and base plate) strongly influences the shear capacity from the point of view of concrete bearing.</p>\n<h3>Anchors</h3>\n<p>The finite elements representing anchors are modeled to be able to transfer normal and shear forces to the concrete, also taking into account the bending stiffness of the anchors. To model the slip between the anchor and the surrounding concrete, the same bond and MPC elements are used as for the reinforcement. With the difference that:</p>\n<ul>\n  <li>For post-installed (adhesive) anchors, it is necessary to specify the design bond strength.</li>\n  <li>For Washer plates and Headed studs, the bond is neglected along the shank of the anchor. All axial load is then transferred to the concrete through the washer plate or head of the anchor.</li>\n</ul>\n<p>Anchors can be interconnected with base plates. For this interconnection, a fully nonlinear constraint is used to connect the anchor's end and a base plate node. This constraint allows us to control all degrees of freedom to ensure, for example, that the anchors transfer no compression force from the base plate, or that no shear is transferred by the anchor when modeling a shear lug, etc.</p>\n<p><strong>Interconnection with base plate</strong> properties for anchors allows the user to control whether the anchor will be connected with the base plate by the previously mentioned constraint and how.&nbsp;</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad Interconnection with base plate settings}}}\\]</em></p>\n<p>The <strong>Transfer of shear</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of shear. Note that it is not supported to combine shear transfer mechanisms, so for transfer by friction and shear lug, this checkbox is irrelevant. On the other hand, for shear transfer using anchors, this field gives the option to exclude some anchors from shear transfer.</p>\n<p>The <strong>Transfer of axial forces</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of the axial direction. This is mainly used for the export from the Connection feature (see the corresponding chapter). For manual modeling, it makes sense to have this checkbox always checked.</p>\n<p>When the checkbox is unchecked, the anchor is disconnected in both tension and compression (in the case of a model exported from the Connection application, the connection is replaced by a pair of forces). If the checkbox is checked, the anchor is always connected to the plate in tension, but the connection in compression is controlled by the anchor type and the type of stand-off. For more information, see Figure 23.</p>\n<p><strong>Cut threads</strong></p>\n<p>Controlled by a checkbox in anchor properties and has 2 purposes:</p>\n<p>1. Defines how the anchor connects to the base plate:</p>\n<ul>\n  <ul>\n    <li>For headed studs and cast-in reinforcement connected to the Base plate (not for Cast-in plates), it distinguishes between a <strong>bolt connection (pinned)</strong> and a <strong>welded connection (fixed)</strong> — visible in the 3D scene.</li>\n    <li>Note that the way of anchor-to-plate connection has a significant influence on the shear resistance from the point of view of bearing of the concrete.</li>\n  </ul>\n</ul>\n<figure data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30a7aadf-a72c-4ca5-be2f-35a9bf4f3c45/Cut%20threads%20weld%20or%20pinned.png\" data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Cut threads options}}}\\]</em></p>\n<p>2. For Eurocode, the resistance of the anchor with cut threads is reduced according to EN 1993-1-8 3.6.1 (3). It can be set in Project settings. For Threaded rods and Washer plates, it is recommended to keep this setting on at all times.</p>\n<h3>Axial and rotational interconnection between Anchor and Base plate</h3>\n<p>As already mentioned in this chapter, depending on the type of anchor, the stand-off setting, and whether or not cut threads are considered, anchors are connected to the base plate in different ways. In terms of rotational connection, this can be <strong>Hinged / Fixed</strong>. In terms of axial connection, this can be <strong>Tension / Tension + Compression</strong>. The rotational connection types strongly influence the shear capacity from the point of view of concrete bearing. In a 3D scene, it is easy to tell whether an anchor is connected as fixed or hinged based on the presence of nuts, see Figure 22.</p>\n<figure data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba36be0-87e2-416f-a380-66f3f14638dc/Rotational%20constrains.png\" data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Rotational constraints}}}\\]</em></p>\n<p>The following table shows all possible combinations of base plate connections with anchors and the corresponding rotational and axial connections.</p>\n<figure data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/568c6688-adc1-4f20-b28f-914f917ab5be/Axial%20and%20rotational%20constrains%20table.png\" data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>\n<h3>Cast-in plates</h3>\n<p>Cast-in plate is a special case of a base plate. It is modeled analogously with the following differences:</p>\n<p>Since the plate is embedded inside a concrete block, no type of stand-off can be specified. The depth of the slab embedding is neglected. The plate, modeled by shell elements, is placed directly on the concrete surface. Therefore, the side surfaces of the slab are not considered to be supported by the concrete.</p>\n<p>It is only possible to use Reinforcement and Headed studs, which, like classic anchors, can be set to be connected to the slab in the axial and shear directions. Practical experience and some national documents indicate the need to design Headed studs only for shear and Reinforcement for axial load. From the perspective of axial and rotational constraints, anchors are always connected as Fixed and Tension + Compression.</p>\n<figure data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b53c46b-318c-4347-bf21-959cbc8fbde8/Interaction%20with%20cast-in%20plate.png\" data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>"
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                    "value": "<p>A standard full Newton-Raphson (NR) algorithm is used to find the solution to a non-linear FEM problem.&nbsp;</p>\n<p>Generally, the NR algorithm does not often converge when the full load is applied in a single step. A usual approach, which is also used here, is to apply the load sequentially in multiple increments and use the result from the previous load increment to start the Newton solution of the subsequent one. For this purpose, a load control algorithm was implemented on top of the Newton-Raphson. In the case that the NR iterations do not converge, the current load increment is reduced to half its value, and the NR iterations are retried.</p>\n<p>A second purpose of the load-control algorithm is to find the critical load, which corresponds to certain “stop criteria” – specifically the maximum strain in concrete, the maximum slip in bond elements, the maximum displacement in anchorage elements, and the maximum strain in reinforcing bars. The critical load is found using the bisection method. In the case where the stop criterion is exceeded anywhere in the model, the results of the last load increment are discarded and a new increment of half the size of the previous one is calculated. This process is repeated until the critical load is found with a certain error tolerance.</p>\n<p>For concrete, the stop criterion was set to a 5% strain in compression (i.e., around an order of magnitude larger than the actual failure strain of concrete) and 7% in tension at the integration points of shell elements. In tension, the value was set to allow for the limit strain in reinforcement, which is usually around 5% without accounting for tension stiffening, to be reached first. In compression, the value was chosen from among several alternatives as one that is large enough for the effects of crushing to be visible in the results, but small enough so as not to cause too many problems with numerical stability.</p>\n<figure data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1178a514-d8d2-4a37-a0f2-517809af1881/16.png\" data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 25\\qquad Constitutive law of bond and anchorage elements used for anchorage length verification: a) Bond shear stress}}}\\] \\[ \\textsf{\\textit{\\footnotesize{slip response of bond element, b) force-displacement response of an anchorage element}}}\\]</em></p>\n<p><br></p>\n<p>For reinforcement, the stop criterion is defined in terms of stresses. Since stresses at the crack are modeled, the criterion in tension corresponds to the reinforcement tensile strength accounting for the safety coefficient. The same value is used for the criterion in compression.</p>\n<p>The stop criterion in bond elements and anchorage springs is α·δ<em><sub>umax</sub></em>, where δ<em><sub>umax</sub></em>&nbsp;is the maximum slip used in code checks and α = 10.</p>\n<p><br></p>\n<p>Other stop criteria for anchoring:</p>\n<ul>\n  <li>Pull out of headed anchors (maximal contact compression stress at the top face of the head of the anchor).&nbsp;</li>\n  <li>Maximal shear force that can be transferred by the anchor from the point of view of the bearing of concrete.</li>\n</ul>\n<p>These two criteria are dependent on the selected code. You can find more information about them in the sections explaining the code-dependent parts of structural analysis in the application.</p>"
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                    "value": "<p>The IDEA StatiCa Detail model does not always have to be modeled from scratch or from a template. There is also an option to import the model, including load effects, from IDEA StatiCa Connection. In Connection, the steel superstructure above the concrete block is analyzed using a nonlinear 3D model, while the concrete block itself is represented in a simplified way by a Winkler foundation. In Detail, on the other hand, the reinforced concrete block is modeled explicitly and checked in detail.</p>\n<p>When transferring the model, only the base plate, anchors, and concrete block are imported into Detail – the steel member itself (and its global stiffness) is not. In the Connection model, this steel member is connected to the base plate by a weld. The stresses in the weld finite elements are integrated and converted into a set of equivalent forces that load the base plate in Detail. In this way, the effect of the missing steel member is represented by weld forces applied directly to the base plate.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 26\\qquad Loads imported from IDEA StatiCa Connection}}}\\]</em></p>\n<p>Due to the different definition of stiffness between Connection and Detail (missing steel member, different material models, and concrete representation), a direct connection between the base plate and anchors in Detail would generally lead to a different redistribution of loads and, therefore, different tensile forces in the anchors. To avoid this, the anchors are imported <strong>axially disconnected</strong> from the base plate. Instead of transferring axial forces through the physical contact, the anchor tensions obtained from the Connection are applied directly to the anchors in Detail. At the same time, an equal and opposite force is applied to the base plate at each anchor location, so that the global equilibrium of the model is preserved. This pair of forces (one acting on the anchor, the other on the base plate) represents the interaction between the base plate and the anchor without allowing additional redistribution of axial forces in Detail. These two opposite forces are illustrated in Figure 26.</p>\n<p>However, the shear forces are still transferred by the connection between the base plate and the anchors (or shear lug, or friction). This is possible because a constraint is used to connect the base plate and the anchors in shear, allowing us to control the relevant degrees of freedom of this interconnection. In Detail, the user can therefore modify the shear load path – for example, by releasing shear in two of four anchors and keeping only the edge anchors engaged in shear – while the axial forces remain as imported from Connection.</p>\n<p>For <strong>cast-in plates,</strong> we adopted a different approach. Several European design recommendations require that only the reinforcement bars are considered to resist axial forces, while headed studs are assumed to transfer shear only. Since IDEA StatiCa Connection cannot internally separate axial forces in reinforcement anchors from those in headed studs during the export, the anchors of cast-in plates are imported into Detail <strong>fully connected, also in the axial direction</strong>. This allows the user to activate a design option in Detail where reinforcement anchors carry only axial tension and headed studs carry only shear. In this workflow, the axial force that was originally assigned to the headed studs has to be <strong>redistributed</strong> onto the reinforcement anchors within the Detail model. Such redistribution would not be possible if we used the pair-of-opposite-forces approach described above, which is why cast-in plates are handled differently.</p>"
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                    "value": "<h3>Ultimate limit state</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis that takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>To expedite the calculation time and address any issues, consider using a coarse mesh by increasing the multiplier of the default mesh size in the Setup (Fig. 27). If the model performs well, revert the multiplier back to a factor of 1.</li>\n</ul>\n<figure data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1633c630-1610-428f-9f76-d50d4d8ce8c2/18.png\" data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 27\\qquad Mesh multiplier}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). Users can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 27).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code)), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>"
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                    "value": "<h3>Concrete - ULS</h3>\n<p>The concrete model implemented in 3D CSFM is based on the uniaxial compression constitutive laws prescribed by EN 1992-1-1 for the design of cross-sections, which only depend on compressive strength. The parabola-rectangle diagram specified in EN 1992-1-1&nbsp;Cl. 3.1.7 (1) (Fig. 28a) is used by default in 3D CSFM, but designers can also choose a more simplified elastic ideal plastic relationship according to EN 1992-1-1&nbsp;Cl. 3.1.7 (2) (Fig. 28b). The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 28\\qquad The&nbsp;stress-strain&nbsp;diagrams&nbsp;of&nbsp;concrete&nbsp;for&nbsp;ULS:&nbsp;a)&nbsp;parabola-rectangle&nbsp;diagram;&nbsp;b)&nbsp;bilinear&nbsp;diagram}}}\\]</em></p>\n<p>The implementation of 3D CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cu</sub></em><sub>2</sub> (ε<em><sub>cu</sub></em><sub>3</sub>) in a value of 5% while EN 1992-1-1 assumes ultimate strain less than 0.35%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity <em>f</em><em><sub>cd</sub></em> according to EN 1992-1-1 3.1.3 is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p>α<em><sub>cc</sub></em> is the coefficient taking account of long-term effects on the compressive strength and of unfavorable effects resulting from the way the load is applied. It is according to EN 1992-1-1 Cl. 3.1.6 (1). The default value is 1.0.</p>\n<p><em>f</em><em><sub>ck</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>By default, the idealized bilinear stress-strain diagram for the bare reinforcing bars defined in EN 1992-1-1, section 3.2.7 (Fig. 29) is considered. The definition of this diagram only requires the basic properties of the reinforcement to be known during the design phase (strength and ductility class). Whenever known, the actual stress-strain relationship of the reinforcement (hot-rolled, cold-worked, quenched, and self-tempered, …) can be considered. The reinforcement stress-strain diagram can be defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width). Using the stress-strain diagram with a horizontal top branch does not allow for the verification of structural durability. Therefore, manual verification of standard ductility requirements is necessary.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"Fig. 29\tStress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram with a horizontal top branch.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 29 \\qquad Stress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram}}}\\] \\[ \\textsf{\\textit{\\footnotesize{with a horizontal top branch.}}}\\]</em></p>\n<p>Tension stiffening (Fig. 30)&nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"Fig. 30\tScheme of tension stiffening.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 30\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective safety coefficients prescribed in design codes, exactly as in conventional concrete analysis. Values of material safety factors prescribed in EN 1992-1-1 chap. 2.4.2.4 and factors for anchors prescribed in EN 1992-4, EN 1993-1-8, and EN 1994-1-1 are set by default, but the user can change safety factors in the Code and calculation settings (Fig. 31).</p>\n<figure data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/74bc9fff-b55c-46b3-a638-345044b4de8e/Partial%20safety%20factors.png\" data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 31\\qquad The setting of &nbsp;material safety factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Load safety factors have to be defined by the user in Combination rules for each non-linear combination of load cases (Fig. 32). For all templates implemented in <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, partial safety factors are already predefined.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"Fig. 32\tThe setting of  load partial factors in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 32\\qquad The setting of&nbsp; load partial factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>By using appropriate user-defined combinations of partial safety factors, users can also compute with 3D CSFM using the global resistance factor method (Navrátil, et al. 2017), but this approach is hardly ever used in design practice. Some guidelines recommend using the global resistance factor method for non-linear analysis. However, in simplified non-linear analyses (such as 3D CSFM), which only require those material properties that are used in conventional hand calculations, it is still more desirable to use the partial safety format.</p>"
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                        "description": "Fig. 33\tDescription of bond conditions.",
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                        "description": "Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.",
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                        "description": "Fig. 18\t Available anchorage types and respective anchorage coefficients for stirrups. Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.",
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                    "value": "<p>The different verifications required by EN 1992-1-1 are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum Equivalent principal stress σ<em><sub>c,eq </sub></em>obtained from FE analysis and the limit value σ<em><sub>c,lim</sub></em> = <em>f</em><em><sub>cd</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to 1992-1-1&nbsp;Cl. 3.1.7 (1).</p>\n<p>This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction <em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks σ<em><sub>sr</sub></em> and the specified limit value σ<em><sub>s,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{for bilinear diagram with inclined top branch}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\textsf{\\small{for bilinear diagram with horizontal top branch}}\\)</p>\n<p>where:</p>\n<p><em>f</em><em><sub>yk</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the yield strength of the reinforcement according to EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the ratio of tensile strength <em>f</em><em><sub>tk</sub></em> to the yield stress, <br>\n&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γ</em><em><sub>s </sub></em><sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sub>is the partial safety factor for reinforcement.</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value <em>σ</em><em><sub>s,lim</sub></em> is determined.</p>\n<p>In addition, the <em>N</em><em><sub>Ed</sub></em> and <em>V</em><em><sub>Ed</sub></em> values are specified for anchors, which are checked against <em>N</em><em><sub>Rd,s</sub></em> and <em>V</em><em><sub>Rd,s</sub></em> according to the selected code. The code is chosen depending on the type of anchor used in Project settings.</p>\n<figure data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/230a0c76-3c87-40ae-9f83-26d6635e85dc/Project%20settings%20-%20code%20select.png\" data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 33\\qquad EN 1992-1-1 Figure 8.2 - Anchor check - Design code selection}}}\\]</em></p>\n<p>Since different approaches are chosen for checking anchors in different standards, the user can choose the following standards for individual anchor types:</p>\n<ul>\n  <li>Anchors made of bolt material - EN 1992-4, EN 1993-1-8</li>\n  <li>Headed studs subjected to axial force - EN 1992-4</li>\n  <li>Headed studs subjected to shear force - EN 1992-4, EN 1994-1-1</li>\n  <li>Anchors made of reinforcement - EN 1992-4</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1992-4 - 7.2.1.3</strong></p>\n<p>\\[N_{Rd,s} = \\frac{c \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– reduction for cut threads&nbsp;&nbsp;</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– minimum tensile strength of the bolt</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>Ms</sub></em> = partial safety factor for steel</li>\n</ul>\n<p>\\[\\gamma_{Ms} = 1.2 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.4\\]</p>\n<p>where:&nbsp;&nbsp;</p>\n<ul>\n  <li><em>f</em><em><sub>yk</sub></em>&nbsp;– minimum yield strength of the bolt</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1993-1-8 - 3.6.1</strong></p>\n<p>\\[N_{Rd,s} = F_{t.Rd} = \\frac{c \\cdot k_2 \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3)&nbsp;</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;= 0.9 – factor for non-countersunk anchors&nbsp;</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor bolt ultimate tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>M2</sub></em> =1.25&nbsp;– partial safety factor for bolts (EN 1993-1-8, Table 2.1)&nbsp;</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1992-4 - 7.2.2.3</strong></p>\n<p>For stand-off = direct,&nbsp;<strong>the&nbsp;shear without lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.1):</p>\n<p>\\[V_{Rd,s} = \\frac{k_6 \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>For stand-off = mortar joint,&nbsp;<strong>the&nbsp;shear with lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.2):</p>\n<p>\\[V_{Rd,s} = \\frac{\\alpha_M \\cdot M_{Rk,s}}{\\gamma_{Ms} \\cdot l_a}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><em><sub>6</sub></em>&nbsp;= 0.6 for anchors with fuk ≤ 500&nbsp;MPa;&nbsp;<em>k</em><em><sub>6</sub></em>&nbsp;= 0.5 otherwise</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– shear area of anchor reduced by threads</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– anchor bolt ultimate strength</li>\n  <li><em>α</em><em><sub>M</sub></em>&nbsp;=&nbsp;2 – full restraint is assumed (EN&nbsp;1992-4 – Cl.&nbsp;6.2.2.3)</li>\n  <li>\\(M_{Rk,s} = M^{0}_{Rk,s} \\left(1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right)\\)&nbsp;– characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n  <li><sub>&nbsp;</sub>\\(M^{0}_{Rk,s} = 1.2 \\cdot W_{el} \\cdot f_{ub}\\) – characteristic bending resistance of the anchor (ETAG&nbsp;001, Annex C – Equation (5.5b))</li>\n  <li>\\(W_{el} = \\frac{\\pi d^{3}}{32}\\)&nbsp;– section modulus of the anchor</li>\n  <li><em>d</em>&nbsp;– anchor bolt diameter; if the shear plane in a thread is selected (which always is for threaded rod), the diameter reduced by threads is used; otherwise, nominal diameter,&nbsp;<em>d</em><em><sub>nom</sub></em>, is used</li>\n  <li><em>N</em><em><sub>Ed</sub></em>&nbsp;– tensile force in the anchor</li>\n  <li><em>N</em><em><sub>Rd,s</sub></em>&nbsp;– tensile resistance of the anchor</li>\n  <li>\\(l_{a} = 0.5\\, d_{\\mathrm{nom}} + t_{\\mathrm{mortar}} + 0.5\\, t_{\\mathrm{bp}}\\)&nbsp;– lever arm</li>\n  <li><em>t</em><em><sub>mortar</sub></em>&nbsp;– thickness of mortar (grout)</li>\n  <li><em>t</em><em><sub>bp</sub></em>&nbsp;– thickness of the base plate</li>\n  <li>\\(\\gamma_{Ms} = 1.0 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.25\\) for \\(f_{uk} \\le 800 \\text{ MPa}\\) and &nbsp;\\(\\frac{f_{yk}}{f_{uk}} \\le 0.8\\);&nbsp;<em>γ</em><em><sub>Ms</sub></em><sub>&nbsp;</sub>= 1.5 otherwise – partial safety factor for steel failure (EN&nbsp;1992-4 – Table 4.1)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1993-1-8 - 6.2.2</strong></p>\n<p>Anchor shear steel resistance&nbsp;is determined according to EN 1993-1-8 – 6.2.2 (7)&nbsp;<strong>regardless of direct or mortar joint stand-off</strong>. The grout strength and thickness should be according to Cl. 6.2.5 (7).</p>\n<p>\\[V_{Rd,s} = F_{v,b,Rd} = \\min \\left\\{ F_{1v,b,Rd} ,\\, F_{2v,b,Rd} \\right\\}\\]</p>\n<p>where:</p>\n<p>\\[F_{1v,b,Rd} = \\frac{\\alpha_v \\cdot f_{ub} \\cdot A}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li><em>α</em><em><sub>v</sub></em>&nbsp;= 0.6 for grades 4.6, 5.6, 8.8, and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– ultimate tensile strength of the bolt material</li>\n  <li><em>A</em>&nbsp;– tensile stress area of the bolt, <em>A</em> = <em>A</em><em><sub>s,</sub></em> where&nbsp;<em>As</em>&nbsp;is the tensile stress area of the bolt (reduced by the thread)</li>\n  <li><em>γ</em><em><sub>M2</sub></em>&nbsp;– safety factor - EN 1993-1-8 – Table 2.1</li>\n</ul>\n<p>\\[F_{2v,b,Rd} = \\frac{\\alpha_b \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li>&nbsp;\\(\\alpha_b = 0.44 - 0.0003\\, f_{yb}\\)</li>\n  <li><em>α</em><em><sub>b</sub></em> is a&nbsp;coefficient depending on the yield strength of the anchor bolt</li>\n  <li><em>f</em><em><sub>yb</sub></em>&nbsp;– anchor yield strength; 235 MPa&nbsp;≤fyb≤&nbsp;640 MPa</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– tensile stress area (reduced by the thread)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1994-1-1 - 6.6.3.1</strong></p>\n<p>\\[V_{Rd,s} = P_{Rd} = \\frac{0.8 \\, f_u \\, \\pi \\, d^2}{4 \\, \\gamma_v}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><em><sub>v</sub></em>&nbsp;is the partial factor for shear connection per EN 1994-1-1 chap. 2.4.1.2. The recommended value for <em>γ</em><em><sub>v</sub></em>&nbsp;is 1.25</li>\n  <li><em>d</em> is the diameter of the shank of the stud, 16 mm ≤ d ≤ 25 mm;</li>\n  <li><em>f</em><em><sub>u</sub></em>&nbsp;is the specified ultimate tensile strength of the material of the stud, but not greater than 500 MPa.</li>\n</ul>\n<p>In EN 1994-1-1, clause 6.6.3.1 also provides Equation (6.19), which limits the shear resistance of a stud by the punching (bearing) capacity of the concrete. In IDEA StatiCa Detail, this failure mode is not checked by a separate code formula in the post-processing. Instead, it is built directly into the nonlinear finite element analysis as a stop criterion: the analysis is terminated before the shear force in an anchor reaches the corresponding <em>P</em><em><sub>Rd</sub></em><br>\nfrom Equation (6.19). This approach is used because Equation (6.19) is valid only for headed studs welded to the steel plate and for stud diameters in the range 16 mm ≤ d ≤ 25 mm, as specified in 6.6.3.1.</p>\n<p>To cover a wider range of practical cases, we created a series of 3D reference models in Abaqus with anchor diameters from 8 mm to 50 mm and concrete strengths from C16/20 to C50/60. The studs were modeled either welded rigidly to the base plate or connected by a pinned (hinged) joint. The material models and contact parameters in Detail were then calibrated against these Abaqus simulations, which were themselves verified against Equation (6.19) within its validity range. This stop criterion is valid for all anchor types and all EN codes.</p>\n<p><br></p>\n<p><strong>Interaction of tension and shear in anchor steel</strong></p>\n<p>The interaction of tension and shear per EN 1993-1-8 is implicitly included in the anchor shear check.</p>\n<p>The interaction of tension and shear per EN 1992-4&nbsp;is determined separately for steel and concrete failure modes according to Table 7.3. Interaction in steel is checked according to Equation (7.54) or (7.57). The interaction in steel is checked for each anchor separately.</p>\n<p>Two approaches based on load conditions are applied for anchoring with supplementary reinforcement.</p>\n<ul>\n  <li>For anchors subjected to&nbsp;<strong>tensile and shear forces</strong>, the interaction is calculated as</li>\n</ul>\n<p>\\[\\left( \\frac{N_{Ed}}{N_{Rd,s}} \\right)^{2}+\\left( \\frac{V_{Ed}}{V_{Rd,s}} \\right)^{2}\\le 1\\]</p>\n<p><br></p>\n<p>EN 1994-1-1 states in Article 6.6.3.2 that if the anchor tensile force is greater than <em>0.1P</em><em><sub>Rd</sub></em>, the check is not covered by this standard. In such a case, the interaction is assessed in accordance with EN 1992-4 in the application. In such a case, the shear check should not be considered according to EN 1994-1-1.</p>\n<p><br></p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by EN 1992-4, Clause 7.2.1.5 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = k_2 \\cdot A_h \\cdot f_{ck} / \\gamma_{Mp}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><em><sub>h</sub></em> is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>ck</sub></em> is the characteristic compressive strength of concrete - EN 1992-1-1 Cl. 3.1.2</li>\n  <li><em>γ</em><em><sub>Mp</sub></em> is taken in the application as <em>γ</em><em><sub>Mp</sub></em> = <em>γ</em><em><sub>c</sub></em> with the default value of 1.5</li>\n  <li>&nbsp;<em>k</em><em><sub>2</sub></em> is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.&nbsp;</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.</p>\n<p><br></p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the ultimate bond strength <em>f</em><em><sub>bd</sub></em><sub>,</sub> according to EN 1992-1-1 chap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2.25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f</em><em><sub>ctd</sub></em><sub> </sub>&nbsp;&nbsp;&nbsp;&nbsp; is the design value of concrete tensile strength according to EN 1992-1-1 Cl. 3.1.6 (2). Due to the increasing brittleness of higher-strength concrete, <em>f</em><em><sub>ctk,0.05</sub></em><sub> </sub>is limited to the value for C60/75 according to EN 1992-1-1 Cl. 8.4.2 (2)</li>\n  <li>η<sub>1</sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is a coefficient related to the quality of the bond condition and the position of the bar during concreting (Fig. 34).</li>\n  <li>η<sub>1</sub> = 1.0 when ‘good’ conditions are obtained and</li>\n  <li>η<sub>1</sub> = 0.7 for all other cases and for bars in structural elements built with slip-forms, unless it can be shown that ‘good’ bond conditions exist</li>\n  <li>η<sub>2</sub> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is related to the bar diameter:<br>\nη<sub>2</sub> = 1.0 for Ø ≤ 32 mm<br>\nη<sub>2</sub> = (132 - Ø)/100 for Ø &gt; 32 mm</li>\n</ul>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"Fig. 33\tDescription of bond conditions.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 34\\qquad EN 1992-1-1 Figure 8.2 - Description of bond conditions.}}}\\]</em></p>\n<p>In IDEA StatiCa Detail, the bond conditions are taken into account according to Fig. 34 c) and d). The direction of concreting can be set in the application for each project item as follows:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 35\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and Limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>σ</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>ultimate strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 36\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<h4>Anchorage types at the end of Reinforcement (Anchors and Rebars)</h4>\n<p>The available <strong>anchorage types</strong> in 3D CSFM include a straight bar (i.e., no anchor end reduction), bend, hook, loop, welded transverse bar, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 36 for longitudinal reinforcement and in Fig. 37 for stirrups. The values of the adopted anchorage coefficients are in accordance with EN 1992-1-1 section 8.4.4 Tab. 8.2. It should be noted that in spite of the different available options, 3D CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 37\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the 3D CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g)&nbsp;continuous bar.}}}\\]</em></p>\n<p><br></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"Fig. 18\t Available anchorage types and respective anchorage coefficients for stirrups. Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for stirrups.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.}}}\\]</em></p>\n<p>In order to comply with EN 1992-1-1, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in the CSFM is based on the parabolic-plastic stress-strain curve for concrete based on the Portland CementAssociation’s parabolic stress-strain curve described in PCA’s Notes on ACI 318-99 Building Code Requirements for Structural Concrete, Figure 6-8. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 39\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of the CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached it considers a plastic branch with ε<em><sub>c</sub></em><sub>0</sub> in maximum value 5% while ACI 318-19 Cl. 22.2.2.1 assumes ultimate strain less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>1</sub> is the Reduction factor of concrete compressive strength defined in ACI 318-19 Cl. 22.2.2.4.1. When using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>.</em></p>\n<p><em>Φ</em><em><sub>c </sub></em>is the strength reduction factor for concrete. The default value is set according to ACI 318-19 Table 24.2.1 (b)(f).</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered. See ACI 319-19 Cl. 20.2.1. The definition of this diagram only requires the basic properties of the reinforcement to be known - strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect.&nbsp;</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 40 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to ACI 318-19 Table 24.2.1.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>10% is selected as the limit strain at which the calculation is stopped. This is considered safe based on ASTM A955/A955M-20c Article 7.</p>\n<p>Tension stiffening (Fig. 41) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 41\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 23)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 23).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 24 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 24. A crack kinematic without slip (pure crack opening) is considered (Fig. 24a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 24b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models presented in Section 1.2.4 by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 24c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 25) by means of the model presented in Section 1.2.4.</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 25\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>"
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                            "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h2>Structural design of concrete discontinuities in IDEA StatiCa Detail</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#reinforcement-structural-design\">Reinforcement structural design</a><br>\n<a href=\"#finite-element-implementation-idea-statica-detail\">Finite element implementation in IDEA StatiCa Detail</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#finite-element-types\">Finite element types</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#meshing\">Meshing</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#presentation-of-results\">Presentation of results</a><br>\n<a href=\"#structural-element-verification-idea-statiCa-detail\">Structural element verification in IDEA StatiCa Detail</a><br>\n<a href=\"#verification-of-the-structural-concrete-elements\">Verification of the structural concrete elements (EN)</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#material-models\">Material models</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#safety-factors\">Safety factors</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#partially-loaded-areas\">Partially loaded areas 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data-codename=\"theoretical_background_detail___serviceability_lim\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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                            "value": "<h4>Reinforced concrete wall or deep beams full code-check? No problem!</h4>\n<p>The aim of the webinar is to present how to code-check a <strong>general-shape deep beam</strong> in <strong>IDEA StatiCa Detail</strong> in connection with results from the FEA application in minutes. We will show the workflow on an example of a residential concrete building – exporting the geometry, creating the submodel in IDEA StatiCa Detail, applying the <strong>correct loads</strong>, design of the reinforcement, and the final code-check for both <strong>ultimate and serviceability limit</strong> <strong>states</strong>.</p>\n<p>Try it on your own - get the <a data-item-id=\"0c872071-6a3f-4b99-8cd4-66440db9cc0d\" href=\"\">free Trial license</a> and follow the step-by-step tutorial on <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Concrete wall</a>.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>The ultimate solution for concrete details and structural parts</h4>\n<p>Common 3D FEA software considers the linear behavior of concrete. Design and code-checks of reinforcement are limited, especially for the <strong>serviceability limit state</strong> which may lead to the development of <strong>excessive cracks</strong>. All of that is covered within the <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">CSFM-based</a> application IDEA StatiCa Detail. Now, all engineers can efficiently design and code-check walls or deep beams of any shape and many more.</p>\n<p>If you want to see more of <strong>IDEA StatiCa Detail&nbsp;</strong>in action, there are two other recorded webinars to watch:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">How to design a prestressed beam with openings easily?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Cast in situ wall – Ruzomberok (Slovakia)</a></li>\n</ul>\n<p>Or browse our Support center for&nbsp;<a href=\"https://www.ideastatica.com/support-center-tutorials?product=concrete&amp;label=detail\" title=\"IDEA StatiCa Detail\">tutorials</a>&nbsp;and read the&nbsp;<a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">theoretical background.</a></p>\n<p><br></p>\n<h3>Webinar recording</h3>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective strength reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>strength reduction factors</strong> are prescribed in ACI 318-19 Cl. 21.2. The default values for concrete and reinforcement are chosen based on the assumption that the typical example solved in the application is shear-controlled (based on Table 21.2.1 (b), (f), (g)). However, it is possible to model any type of element. Therefore, if a compression or tension-controlled element is assessed, the user has the option to change the strength reduction factor value in the Preferences.</p>\n<figure data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f5c8c73-4050-4623-9f74-04bee16498f2/Strength%20reduction%20factors%20-%20ACI.png\" data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42\\qquad The setting of strength reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to ACI 318-19 Table 5.3.1.</p>\n<p>Except as stated in Chapter 34, service-level load combinations are not defined in ACI 318-19. It is recommended to use combination rules based on Appendix C of ASCE/SEI 7-16. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db9f1517-72eb-45bd-9f0c-6c748d7c9146/Load%20factors%20-%20ACI.png\" data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad The setting of&nbsp;load factors in IDEA StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by ACI 318-19 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>y,lim</sub></em>.</p>\n<p>\\[f_{y,lim} = \\phi_{s} \\cdot f_{y}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>y,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by ACI 318-19, Clause 17.6.3.2.2a (pull-out failure of headed fastenings).</p>\n<p>\\[N_{pn} = \\Phi \\cdot \\Psi_{c,p} \\cdot 8 \\cdot A_{brg} \\cdot f'_c\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi\\) is the strength reduction factor - Table 17.5.3(c)</li>\n  <li><em>A</em><em><sub>brg</sub></em>&nbsp;net bearing area of the head of stud, anchor bolt, or headed deformed bar (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li>\\(\\Psi_{c,p}\\)&nbsp;is the pullout cracking factor according to 17.6.3.3, and is always taken as 1.0, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the bond strength <em>f</em><em><sub>bu</sub></em>.</p>\n<p>Although the bond strength is not explicitly defined in ACI 318-19, the calculation of the development length can be found in Section 25.4.2. However, since the bond strength is the basic input for determining the development length, see R25.4.1.1 and ACI Committee 408 1966, the bond strength can be calculated as follows:</p>\n<p>Let us assume that if we anchor the reinforcement bar into a concrete block to the development length <em>l</em><em><sub>d</sub></em> or greater, pulling out the reinforcement will lead to rupture of the reinforcement and not to pulling out of the concrete. This can be written with the following formula.</p>\n<p>\\[\\pi\\cdot d_{b} \\cdot l_{d} \\cdot f_{bu}=f_{y}\\cdot A_{s}\\]</p>\n<p>where:</p>\n<p><em>d</em><em><sub>b</sub></em> is the diameter of the reinforcement bar, <em>l</em><em><sub>d</sub></em> is the development length, <em>f</em><em><sub>bu</sub></em> is the bond strength, <em>f</em><em><sub>y</sub></em> is the yield strength of the reinforcement, and <em>A</em><em><sub>s</sub></em> is the area of the reinforcement rebar.</p>\n<p>From the preceding, the formula for calculating bond strength can be easily derived:</p>\n<p>\\[f_{bu}=\\frac{f_{y}\\cdot A_{s}}{\\pi\\cdot d_{b} \\cdot l_{d} }\\]</p>\n<p>The development length <em>l</em><em><sub>d</sub></em> is then determined according to ACI 318-19 Table 25.4.2.3 as follows:</p>\n<p>\\[l_{d}=\\left( \\frac{f_{y}\\cdot\\psi_{t}\\cdot\\psi_{e}\\cdot\\psi_{g}}{C\\cdot\\lambda\\sqrt{f'_{c}}} \\right)\\cdot d_{b}\\]</p>\n<p>where:</p>\n<p><em>C = 25</em> (2.1 for metric) for no. 6 and smaller bars and deformed wires, <em>C = 20</em> (1.7 for metric) for no. 7 and larger bars, λ = 1.0 for normal weight concrete, <em>ψ</em><em><sub>t</sub></em>, <em>ψ</em><em><sub>e</sub></em><sub>,</sub> <em>ψ</em><em><sub>g</sub></em> are determined according to ACI 318-19 Table 25.4.2.3.&nbsp;</p>\n<p>Only uncoated or zinc-coated (galvanized) reinforcement is supported, so <em>ψ</em><em><sub>e</sub></em><em> = 1.0</em>. <em>ψ</em><em><sub>g</sub></em> is automatically determined from the reinforcement grade, and <em>ψ</em><em><sub>t</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 44\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - &nbsp;Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 45\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must be always lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), 90-degree hook, 180-degree hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 46 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from the comparison of the equation from section ACI 318-19 25.4.3.1 and equations taken from section ACI 318-19 25.4.2.3. It should be noted that, in spite of the different available options, CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b76bc446-995d-4d16-8ef9-4aa26671edda/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 46\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;90-degree hook; (c) 180-degree hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with ACI, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in CSFM is based on the parabolic-plastic stress-strain curve. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/22a6013d-68bc-406c-b92a-f500a9ba191e/SS%20diagrams%20conc%20-%20AUS.png\" data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 47\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cp</sub></em> in maximum value 5%, while AS 3600 Cl. 8.3.1 assumes ultimate strain of less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{2}\\cdot\\phi_{s} \\cdot \\eta_{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>2</sub> is the reduction factor of concrete compressive strength defined in AS 3600 Cl. 8.3.1 <br>\nWhen using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>. </em>An analogous approach is defined for the Rectangular stress block in Chapter 8.1.3.</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the stress reduction factor for concrete. The default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered, see AS 3600 Section 3.2. The definition of this diagram only requires the basic properties of the reinforcement to be known – the strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width).&nbsp;</p>\n<figure data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e33b934-9d0f-4ba7-9764-4f31801c752b/Steel%20stress-strain%20diagram%20CSFM%20-%20AUS.png\" data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 48 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>Tension stiffening (Fig. 49) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b27b5ab6-24ea-410b-901a-fccbd7e4005f/Tension%20stiffening%20CSFM%20-%20AUS.png\" data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 49\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective stress reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>stress reduction factors</strong> are prescribed in AUS 3600 Cl. 2.2.3. The default values for concrete and reinforcement are set according to Table 2.2.3</p>\n<figure data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d32796c-ae70-42fb-a3d3-4542e785f5b1/Stress%20reduction%20factors_AUS.png\" data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 50\\qquad The setting of stress reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to AS 3600 Cl. 4.2.2. Load factors for Serviceability combinations shall be determined according to Table 4.1. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/887ee546-c598-41fd-b494-c43ccbc55194/Load%20factors%20AUS.png\" data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 51\\qquad The setting of&nbsp;load factors in Idea StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by AS 3600 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>sy,lim</sub></em>.</p>\n<p>\\[f_{sy,lim} = \\phi_{s} \\cdot f_{sy}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>sy,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by AS 5216:2021 Cl. 6.3.4 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = \\Phi_{Mp} \\cdot k_{2} \\cdot A_{h} \\cdot f'_{c}\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi_{Mp}\\) is the strength reduction factor - Table 3.2.4</li>\n  <li><em>A</em><em><sub>h</sub></em>&nbsp;is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>.</p>\n<p>For the determination of the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>, the formula C13.1.2.2 defined in AS3600:2018 Sup 1:2022 is considered in the application.</p>\n<p>\\[f_{bu}=\\frac{k_{2}}{k_{1} \\cdot k_{3}} \\cdot (0.5 \\cdot \\sqrt{f'_{c}})\\]</p>\n<p>Where <em>f'</em><em><sub>c</sub></em><em> ≤ 65 MPa</em> (in the formula is in MPa), and <em>k</em> factors are determined from AS 3600 Cl. 13.1.2.2 as follows:</p>\n<p><em>k</em><em><sub>3</sub></em><em> = 0.7</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(conservative value for all reinforcement)<br>\n<em>k</em><em><sub>2</sub></em><em> = (132 - d</em><em><sub>b</sub></em><em>) / 100</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(<em>d</em><em><sub>b</sub></em> is diameret of rebar in millimeters)<br>\n = 1.3 for a horizontal bar with more than 300 mm of concrete cast below the bar, or 1.0 otherwise</p>\n<p><em>k</em><em><sub>1</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 52\\qquad Direction of concreting}}}\\]</em></p>\n<p>The basic development length <em>L</em><em><sub>sy,tb</sub></em> is calculated according to formula 13.1.2.2 in AS 3600 as follows:</p>\n<p>\\[L_{sy,tb}=\\frac{0.5\\cdot k_{1}\\cdot k_{3}\\cdot f_{sy}\\cdot d_{b}}{k_{2}\\cdot \\sqrt{f'_{c}}}\\ge 29 \\cdot k_{1}\\cdot d_{b}\\]</p>\n<p>As can be seen in the formula, the basic development length <em>L</em><em><sub>sy,tb</sub></em> is limited from below, and therefore the design ultimate bond stress <em>f</em><em><sub>bu</sub></em> must be limited in the same way in the application, so the following applies:</p>\n<p>\\[f_{bu}\\le \\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p>Where <em>f</em><em><sub>sy</sub></em> is in MPa.</p>\n<p>The derivation of the <em>f</em><em><sub>bu</sub></em> limitation is as follows:</p>\n<p>\\[f_{bu}= \\frac{f_{sy}\\cdot A_{s}}{ \\pi \\cdot d_{b} \\cdot L_{sy,tb}}=\\frac{f_{sy}\\cdot \\pi \\cdot d_{b}^{2}}{4 \\cdot \\pi \\cdot d_{b} \\cdot 29 \\cdot k{1} \\cdot d_{b}} =\\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p><br></p>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 53\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), Standard cog, Standard hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 54 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from AS 3600 Cl. 13.1.2. It should be noted that CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 50% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/021688e6-24c8-441b-8210-9f0bb4377e75/Available%20anchorage%20types%20for%20longitudinal%20rebars_AUS.png\" data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 54\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;Standard cog; (c) Standard hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with AS 3600, the anchorage spring should be used in the calculation. The anchorage spring is modified by the β coefficient, so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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            "value": "<h1>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the 3D CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete 3D details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Mohr-Coulomb plasticity theory implementation in 3D CSFM</a><br>\n<a href=\"#general-mechanics-assumptions-for-3D-CSFM\">General mechanics assumptions for 3D CSFM</a></p>\n<h2>Analysis model of IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#general-finite-element-types\">General finite element types</a><br>\n<a href=\"#load-transfer-devices\">Load transfer devices</a><br>\n<a href=\"#concrete-meshing-in-3D-CSFM\">Meshing in 3D CSFM</a><br>\n<a href=\"#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a><br>\n<a href=\"#presentation-of-3D-results\">Presentation of 3D results</a><br>\n<a href=\"#model-imported-from-idea-statica-connection\">Model imported from IDEA StatiCa Connection</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states\">Limit states</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-EN\">Material models in 3D CSFM (EN)</a><br>\n- <a href=\"#partial-safety-factors\">Partial safety factors</a><br>\n- <a href=\"#ultimate-limit-state-checks\">Ultimate limit state checks</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-ACI\">Material models in 3D CSFM (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-AUS\">Material models in 3D CSFM (AUS)</a><br>\n- <a href=\"#stress-and-strength-reduction-factors-and-load-factors\">Stress and strength reduction factors and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a></p>\n<p><br></p>\n<p><br></p>\n<h1>Introduction to the 3D CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b03faaef_b4f1_010d_1fd1_edf6dd647e42\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2c23365_3b66_01a0_abd7_41cc7a5d855b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" 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data-codename=\"theoretical_background_3d_detail___model_imported_\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1c9baa9_a314_01b1_37b2_cd6c61a9420e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___limit_states\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to EUROCODE</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8deed79d_4187_01f2_fd60_037d562de304\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n26ae82b5_da0f_01f0_1d69_69d7b1e282d4\"></object>\n<object 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In order for the 3D CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9f39b9ca_50c0_015a_2c43_8759ed607707\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1d1efe19_0968_013b_6544_5bd3d06f14aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_reduct\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b9c02246_d04c_0146_3699_3c2b4bf9c86d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys\"></object>\n<p><br></p>\n<p><br></p>\n<h1>Structural verifications according to Australian standard AS 3600</h1>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6.&nbsp;</p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days&nbsp;<em>f'c</em>&nbsp;is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9420be53_2547_0180_5def_d6e20b5be7b1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0a6ca427_5a30_01fc_5334_3f6d024f40b9\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d__stress_reduction\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cd5aad70_8155_0111_d25f_c72e153f21e5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys_f37d2d9\"></object>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<h2>Verifications and validations</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<h3>References</h3>\n<ol>\n  <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determination of Mohr–Coulomb Parameters from Nonlinear Strength Criteria for 3D Slopes.&nbsp;<em>Math. Probl. Eng.</em>&nbsp;<strong>2019</strong>, 6927654.</li>\n  <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determination of the Mohr-Coulomb Material Parameters for Concrete under Indirect Tensile Test.&nbsp;<em>Tech. Gaz.</em>&nbsp;<strong>2019</strong>,&nbsp;<em>26</em>, 412–419.</li>\n  <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modified Mohr-Coulomb—Rankine material model for concrete.&nbsp;<em>Eng. Comput.</em>&nbsp;<strong>2011</strong>,&nbsp;<em>28</em>, 853–887.</li>\n  <li>Fan, Q.; Gu, S.C.; Wang, B.N.; Huang, R.B. Two Parameter Parabolic Mohr Strength Criterion Applied to Analyze The Results of the Brazilian Test.&nbsp;<em>Appl. Mech. Mater.</em>&nbsp;<strong>2014</strong>,&nbsp;<em>624</em>, 630–634.</li>\n</ol>"
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                    "value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>.&nbsp;</p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation.&nbsp;</p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D.&nbsp;</p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks.&nbsp;</p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.&nbsp;</p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete).&nbsp;</p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -&gt; Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has&nbsp;<strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation.&nbsp;</p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block&nbsp;</h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically.&nbsp;</p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner.&nbsp;</p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met.&nbsp;</p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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                                            "value": "<h2>1 Nouveau projet</h2>\n<p>Démarrez <strong>IDEA StatiCa Connection</strong>. Tout commence sur l'onglet <strong>Acier</strong>.</p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Gardez le paramétrage par défaut</strong> pour la topologie d'ancrage et entrez dans l'application.</p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Conception</h2>\n<p><strong>Modifiez </strong>l'opération <strong>Pied de poteau </strong>pour obtenir la topologie finale d'un bloc de béton avec charge excentrée. Le<strong> transfert de l'effort de cisaillement</strong> est paramétré pour<strong> frottement</strong>.</p>\n<ul>\n  <li>Depuis la publication de la <strong>version 24.1, IDEA StatiCa Detail</strong> est <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">sorti de la version BÊTA</a> pour la <strong>conception d'ancrages 3D</strong>. Avec cette nouvelle version, le cisaillement peut être transféré à travers des <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">tiges, bêches et frottement</a>.</li>\n</ul>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><strong>Saisissez les efforts internes</strong> pour l'ancrage chargé biaxialement. Les efforts internes causent des contraintes de compression sur le contact entre le sol et le bloc de béton. Par défaut, on suppose un <a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">bloc de béton</a> fissuré.</p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Vérification</h2>\n<p><strong>Passez</strong> à l'onglet<strong> Vérification</strong> et <strong>Calculer</strong>. La vérification prouve le mode de rupture des tiges. Explorons-le plus en détail.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Découvrons les ruptures potentielles pour traction, cisaillement et interaction mutuelle selon <a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">EN 1992-4</a>.</p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Veuillez examiner la vérification détaillée</strong> <strong>des tiges</strong> car elle révèle une non-conformité sur la première page. <strong>Cela vous informera des vérifications que vous devez effectuer manuellement ou en utilisant d'autres méthodes</strong> parce qu'elles ne sont pas incluses dans IDEA StatiCa Connection. Il est recommandé de prendre les mesures nécessaires pour résoudre ce problème.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>En raison de l'échec de la <strong>vérification de l'ancrage&nbsp;</strong>:</p>\n<ul>\n  <li>Le problème est causé par la <strong>résistance à l'éclatement du béton pour les tiges en traction et cisaillement.</strong></li>\n  <li><strong>Ce problème peut être facilement résolu dans IDEA StatiCa Detail grâce à la méthode 3D CSFM</strong>. Cela vous aide à surmonter le modèle des blocs fissurés en béton standard dans IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Exportation</h2>\n<p>L'application<strong> IDEA StatiCa Connection</strong>, développée en interne,<strong> dispose désormais d'un </strong><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>lien BIM puissant </strong></a><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>avec Detail</strong></a>, permettant la conception et vérification des blocs de béton armé avec plusieurs combinaisons.</p>\n<p>Conditions préalables à l'exportation :</p>\n<ul>\n  <li>Le modèle doit être<strong> précalculé et les résultats doivent être inclus.</strong></li>\n</ul>\n<p>Allez à l'onglet <strong>Vérification -&gt; Vérification de béton armé -&gt; Enregistrer.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>L'exportation n'est autorisée que pour la topologie d'ancrage. L'<a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">exportation</a> permet le transfert de :</p>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection&nbsp;:</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : par adhérence / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h2>5 Conception</h2>\n<p>Cette section vous permet de modifier les éléments, appuis, charges et combinaisons et groupe de barres d'armature.</p>\n<h3>Appuis</h3>\n<p>Le sol présente une certaine rigidité qui doit être prise en compte pour une conception précise. L'<strong>appui superficiel</strong> permet la rigidité dans les trois directions et est défini comme <strong>inactif en traction par défaut</strong> (non-linéarité des limites).</p>\n<ul>\n  <li>Soyez prudent lorsque vous faites des hypothèses sur les conditions limites. Dans le cas de la non-linéarité, si les moments sont assez élevés, l'appui du bloc de béton en traction peut se retourner pendant l'analyse, provoquant des rotations importantes. Cela peut conduire à un modèle divergent en raison du mouvement du corps flexible.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Appareils de transfert</h3>\n<p>Les tiges sont reprises de IDEA StatiCa Connection. Deux types de tiges peuvent être sélectionnés.</p>\n<p>Tiges encastrées :</p>\n<ul>\n  <li>Tiges préinstallées ayant les mêmes attributs d'<a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#finite-element-types\">adhérence</a> que les barres de ferraillage.</li>\n</ul>\n<p>Tiges par adhérence :</p>\n<ul>\n  <li>Post-installés (tiges chimiques) avec la possibilité de personnaliser l'effort d'adhérence selon la résistance d'adhérence réelle.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Veillez au paramétrage correct de l'<strong>interconnexion avec le pied de poteau</strong>. Si les semelles sont importées à partir de l'application Connection, le <strong>transfert des efforts axiaux</strong> doit être <strong>désactivé</strong> et le <strong>transfert de cisaillement</strong> doit être <strong>activé</strong>. C'est parce que les tiges sont chargées directement par les efforts. Vous pouvez en savoir plus à ce sujet <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">ici</a>.</p>\n<p>Si vous conceviez des semelles à partir de zéro dans l'application Detail, les deux options seraient activées. Lors du transfert de cisaillement à travers les tiges, l'utilisateur doit déterminer quelles tiges supporteront l'effort de cisaillement et sélectionner la case à cocher correspondante. Ceci est conforme aux exigences de la norme EN qui spécifie que le cisaillement ne doit être attribué qu'aux tiges effectives pour la vérification de la rupture du bord de béton.</p>\n<h3>Ferraillage</h3>\n<p>Paramétrez l'enrobage en béton à 40 mm, ce qui sera utilisé comme valeur par défaut pour le ferraillage.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Sélectionnez le <strong>Groupe de barres d'armature (1) --&gt; Groupe de barres 3D (2) </strong>et remplissez les champs <strong>Diamètre</strong>, <strong>Attributs</strong> et <strong>Géométrie (3)</strong>.</p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez la <strong>Surface</strong>. Toutes les autres options sont conservées.</p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copiez </strong>l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Charges et combinaisons</h3>\n<p>Les combinaisons sont prises de IDEA StatiCa Connection. Toutes les conséquences de l'importation sont mentionnées en détail dans l'article <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection à Detail</a>.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<h2>6 Vérification</h2>\n<p><strong>Avant de démarrer l'analyse</strong>, nous recommandons vivement de <strong>changer le multiplicateur de maillage</strong> à deux afin d'accélérer le calcul. Cette étape n'est pas obligatoire mais elle peut réduire le temps de calcul et aider à identifier tout problème de divergence. <strong>Si tout se passe bien et aucun problème ne survient, vous pouvez revenir à un multiplicateur d'un</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Résultats</h2>\n<h3>Contrainte équivalente principale</h3>\n<p>La <strong>contrainte équivalente principale (EPS)</strong> dans le béton est déterminée selon le comportement de volume du bloc de béton. Les zones qui subissent la charge la plus élevée sont identifiées et mises en valeur. Afin de mieux comprendre le confinement par rapport à la compression uniaxe, la contrainte équivalente est calculée à l'aide de coefficient kappa. Plus d'informations sur la contrainte équivalente principale sont fournies dans <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#ultimate-limit-state-checks\">cet article de la Base théorique.</a></p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Contrainte dans les barres d'armature</h3>\n<p><strong>Lors de la vérification de ferraillage</strong>, il est essentiel de noter que la tige proche du coin est utilisée au maximum.</p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>En affichant l'utilisation du ferraillage, l'utilisateur peut clairement voir quel ferraillage contribue au transfert de la charge et à la prévention de la rupture du cône de béton.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Ancrage</h3>\n<p>Vérifiez les paramètres de l'<strong>ancrage</strong> et activez l'option <strong>Effort total dans les tiges</strong>. Les efforts dans les tiges peuvent varier légèrement en raison des différentes approches de calcul concernant le bloc de béton. Cependant, les différences ne sont pas significatives.</p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Déformations</h3>\n<p>Passez à <strong>Complémentaire</strong> et activez l'option <strong>Déformation</strong>.</p>\n<p>Il n'est pas nécessaire d'effectuer une vérification de déformation pour ELU mais il est vivement recommandé de vérifier la déformation après l'analyse pour s'assurer que le modèle ne subit pas de déformation importante, de rotation importante ou qu'aucun élément fini n'est endommagé. Cela permet d'avoir une vue d'ensemble des résultats de l'analyse et d'identifier les problèmes qui ont pu se produire lors de l'analyse.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Rapport</h2>\n<p>Enfin, passez à l'<strong>Aperçu/Impression de rapport</strong>. IDEA StatiCa offre un rapport entièrement personnalisable à imprimer ou enregistrer dans un format modifiable.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>Vous avez vérifié l'ensemble de la conception de l'attache selon les normes EN 1993-1-8 et EN 1992-4. La partie en acier a été vérifiée dans IDEA StatiCa Connection et le bloc de béton a été vérifié dans IDEA StatiCa Connection et Detail.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3093d2f3_fd32_01b1_7756_3728b23df3df\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c241a84c_e373_0189_6fd5_29b91c19ae75\"></object>"
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                                            "value": "IDEA StatiCa Connection et Detail forment une paire puissante pour l'évaluation des ancrages. Qu'est-ce qu'il faut évaluer selon l'Eurocode et quels sont les résultats obtenus avec quelle application ? Voir l'article suivant pour une image plus claire."
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                                            "value": "<p>L'Eurocode spécifie plusieurs modes de rupture des tiges et des semelles en béton et les divise selon leur type de charge. Dans <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, on pouvait déjà évaluer les tiges avec certaines limitations&nbsp;: il fallait faire des évaluations manuellement.</p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>En même temps, il était impossible de prendre en compte le ferraillage des blocs de béton. Ceci change maintenant avec IDEA StatiCa Detail 3D, qui ajoute plus de possibilités. IDEA StatiCa Detail 3D n'offre pas d'évaluations habituelles définies dans la norme pour le béton standard. Cependant, avec l'analyse MEF, nous pouvons vérifier si le béton armé satisfait la charge spécifiée et si <strong>la rupture du béton qui correspondrait </strong>à ces conditions est empêchée. Les applications fonctionnent indépendamment et peuvent être utilisées séparément, mais grâce au <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">lien entre Connection et Detail</a>, il est également possible d'utiliser Detail uniquement comme calcul complémentaire.</p>\n<p>Passons maintenant aux conditions de l'Eurocode une par une et les possibilités offertes par les applications.</p>\n<h2>Effort de traction</h2>\n<p>L'Eurocode divise le premier type de charge (<strong>effort de traction</strong>) en 6 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d, e, f) et deux autres pour les semelles avec ferraillage (g, h).</p>\n<p>L'image ci-dessous montre schématiquement quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.1) pour la conception des ancrages <strong>(CBFEM)</strong>, tandis que IDEA StatiCa Detail est entièrement basé sur la méthode des éléments finis <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Certaines options d'évaluation se chevauchent donc dans les deux applications, mais toujours avec une méthode différente.</p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>Les méthodes mises en œuvre dans le logiciel permettent seulement l'utilisation du béton standard dans Connection, tandis que <strong>seulement les semelles en béton armé peuvent être considérées dans Detail</strong>.</p>\n<figure data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/504267ed-44f6-46ae-9b15-33d57f0af506/failures.png\" data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" alt=\"\"></figure>\n<p>Les principales hypothèses et limites de l'analyse pour IDEA StatiCa Detail 3D sont énumérées dans l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues</a>.</p>\n<h4>a) Rupture d'acier</h4>\n<p>La rupture d'acier des tiges<strong> chargées en traction</strong> est vérifiée dans les deux applications. La résistance à la traction de la tige est vérifiée dans Connection selon la formule suivante :</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>Dans Detail, les tiges sont vérifiées comme les barres de ferraillage ordinaires selon les diagrammes contrainte-déformation définis pour des matériaux particuliers tout en utilisant la valeur de la déformation limite de 5% au maximum (calculée selon l'effet de raidissement par traction, voir plus d'informations dans la Base théorique).</p>\n<h4>b) Rupture du cône de béton</h4>\n<p>La rupture du cône de béton peut être vérifiée dans Connection. Cependant, dans Connection, l'application ne peut prendre en compte que le <strong>béton standard</strong>.</p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Par conséquent, en cas de rupture du cône de béton, il convient de passer à IDEA StatiCa Detail où il est possible d'effectuer une analyse de l'ensemble du bloc de béton armé. La résistance à la traction du béton est négligée de manière conservatrice, ce qui signifie que la capacité portante en cas de rupture du cône est déterminée par la quantité de ferraillage spécifiée de manière significative. Dans l'image ci-dessous, vous pouvez voir les <strong>directions des contraintes principales</strong> qui indiquent la forme du cône mentionné ci-dessus. Dans la partie droite, vous pouvez voir les valeurs des contraintes de béton qui sont comparées avec les valeurs limites.</p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4>c) Rupture par arrachement</h4>\n<p>Cette vérification n'est disponible dans Connection que pour certains cas (voir la première image dans cet article). Une évaluation supplémentaire est nécessaire pour les tiges mécaniques post-installées.</p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>Dans Detail, il est possible de mettre en place des <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">tiges par adhérence</a> et spécifier la résistance d'adhérence de conception selon leurs paramètres techniques. Les tiges seront ensuite vérifiées sur la base de ces paramètres. (Applicable uniquement pour le béton armé).</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Rupture par arrachement et rupture de béton des moyens d'assemblage adhérents</h4>\n<p>Cette rupture ne peut être détectée que dans Detail où les contraintes de béton et les zones d'ancrage sont évaluées à l'aide de 3D CSFM. Le mécanisme de la rupture combinée par arrachement et du béton dans Detail est basé sur les principes définis ci-dessus et son évaluation fait partie de la vérification de la résistance du béton et de l'ancrage. (Applicable uniquement pour le béton armé).</p>\n<h4>e) Rupture fragile de béton</h4>\n<p>Il n'est pas possible de l'évaluer dans Connection. Dans Detail, la rupture fragile est généralement un problème de béton standard où l'utilisation de ferraillage empêche sa production. En même temps, il est possible de voir les contraintes et déformations du ferraillage en compression ou traction et aussi du béton en compression dans l'application Détail.</p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Rupture par éclatement de béton</h4>\n<p>Pour le béton standard, une vérification empirique selon l'Eurocode dans Connection est possible.</p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>Pour les éléments avec ferraillage, il est possible d'utiliser Detail. La rupture par éclatement du béton est couverte par l'analyse de la résistance du béton lorsque les contraintes de traction sont transférées uniquement par le ferraillage (comme mentionné plusieurs fois ci-dessus).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>g) Rupture d'acier du ferraillage</strong></p>\n<p><strong>h) Rupture d'ancrage du ferraillage</strong></p>\n<h2>Charge de cisaillement</h2>\n<p>L'Eurocode divise le deuxième type de charge<strong> </strong>(<strong>effort de cisaillement</strong>) en 4 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d) et deux autres pour les semelles armées (e, f).</p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>L'image ci-dessous montre <strong>schématiquement</strong> quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.2) <strong>pour la conception d'ancrage </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a>. Tous les types de rupture causés par l'effort de cisaillement peuvent être évalués dans l'application Connection.</p>\n<figure data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5929bf71-34da-46ae-b406-852cc91bcfc6/28.png\" data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" alt=\"\"></figure>\n<p>Dans IDEA StatiCa Detail 3D, le cisaillement peut être transféré par frottement, tiges ou bêches. Il est important de préciser que seules les semelles sont évaluées. Les tiges et bêches doivent être vérifiées dans Connection ou ailleurs. Encore une fois, il faut souligner que seul le béton armé est autorisé.</p>\n<h4>a) Rupture d'acier sans bras de levier</h4>\n<p>La rupture d'acier sans bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>b) Rupture d'acier avec bras de levier</h4>\n<p>La rupture d'acier avec bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>c) Rupture par effet de levier du béton</h4>\n<p>La rupture par effet de levier du béton des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>La capacité de cisaillement de béton à travers le pied de poteau est ensuite évaluée dans l'application Detail.</p>\n<h4>d) Rupture du bord de béton</h4>\n<p>La rupture du bord de béton des tiges chargées en cisaillement n'est vérifiée dans Connection que pour le béton standard. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>La rupture du bord de béton peut être vérifiée dans Detail (béton armé uniquement).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>e) Rupture d'acier du ferraillage supplémentaire</strong></p>\n<p><strong>f) Rupture d'ancrage du ferraillage supplémentaire</strong></p>\n<h2>Conclusion</h2>\n<p>L'avantage le plus significatif peut être trouvé dans des exemples tels que l'ancrage près d'un bord et d'autres cas où le béton standard ne correspond pas à la charge requise. Il faut spécifier que les tiges et bêches doivent faire l'objet d'une évaluation supplémentaire dans Connection, mais ensemble, ces deux outils fournissent une solution complète.</p>\n<p>En raison de la méthode et de la manière dont l'application est conçue, l'<strong>application Detail ne convient qu'aux semelles armées.</strong></p>"
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                                                    "value": "<p>IDEA StatiCa est un outil permettant de résoudre des tâches complexes en 3D et est entièrement vérifié pour l'ancrage dans des blocs de béton. Cette solution vous permet d'effectuer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU). Nous disposons ainsi d'un outil permettant de saisir tous les types de <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">ruptures de béton</a> pour les fondements. Avec IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> pour la vérification des ancrages, nous proposons un ensemble complet pour tous ceux qui travaillent avec les assemblages acier-béton.</p>\n<p>L'amélioration du transfert de cisaillement, amélioration des résultats et intégration simplifiée entre <strong>IDEA StatiCa Connection</strong> et <strong>IDEA StatiCa Detail</strong>, ainsi que les vérifications, signifient que la solution est maintenant entièrement capable de traiter des exemples réels et pratiques de n'importe quel type d'ancrage.</p>\n<h3>Quelles sont les améliorations principales par rapport à la version BÊTA ?</h3>\n<ul>\n  <li><strong>Appareils de transfert de cisaillement :</strong> Entités fondamentales qui permettent la conception générale de tous les types d'ancrage <strong>(tiges, bêches et frottement)</strong>. Tous les types correspondent aux options dans IDEA StatiCa Connection, ce qui permet une importation aisée. Lisez la note de publication séparée consacrée aux <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Appareils de transfert de cisaillement</a>.</li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n  <li><strong>Sections des résultats&nbsp;</strong>: Dans le cadre des améliorations pour mieux comprendre les résultats, Detail offre la possibilité de voir le comportement réel de la structure. Lire la note de publication séparée : <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n  <li><strong>Exportation complète de Connection avec de nouvelles entités : </strong>L'importation est possible, y compris toutes les informations sur les matériaux, les types de tiges et leurs traitements finaux. Lire la note de publication séparée : <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection vers Detail</a></li>\n  <li><strong>Grille du plan de travail&nbsp;:</strong> Une nouvelle grille facilite l'identification des surfaces lors de la modélisation, ferraillage, création de sections, etc. Lire la note de publication séparée : <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Amélioration de la modélisation – Grilles et poids propre</a></li>\n  <li><strong>Poids propre :</strong> L'application inclut un autre type de charge, le poids propre. Il est automatiquement calculé en fonction des dimensions et matériau sélectionné.</li>\n  <li><strong>Maillage affiné autour des tiges :</strong> Le maillage autour des tiges a été localement affiné pour obtenir des résultats précis. Ce paramétrage ne peut pas être modifié. Le maillage est généré automatiquement.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Description complète des fonctionnalités de 3D Detail.</a></p>\n<p><em>Note : Actuellement pour l'Eurocode (EN) seulement.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b335540c_7ff4_017f_4617_c09c66db4e89\"></object>\n<h3>Limites connues de 3D Detail</h3>\n<p>Comme Detail n'est qu'un outil qui ne peut pas remplacer le jugement des ingénieurs, il est nécessaire de bien comprendre ses fonctions, ses avantages et ses limites. Lisez les limites qui doivent être prises en compte :</p>\n<ul>\n  <li>La solution ne convient qu'au<strong> béton armé.</strong></li>\n  <li>L'application fournit des<strong> vérifications ELU</strong> conformément à la norme EN.</li>\n  <li><strong>Un seul bloc de béton</strong> est autorisé dans Detail.</li>\n  <li>Dans Detail, les tiges ne sont vérifiées que pour la résistance à la traction. Il est nécessaire d'<strong>utiliser Connection pour les vérifications de cisaillement et d'interaction</strong>.</li>\n  <li>Seuls les modèles <strong>ancrés par un pied de poteau</strong> et <strong>seulement</strong> <strong>contact direct </strong>peuvent être importés dans Detail (à partir de Connection).</li>\n  <li><strong>Les charges importées et saisies par l'utilisateur ne peuvent pas être combinées dans le même modèle.</strong></li>\n</ul>\n<p>Pour une liste complète des limites et des explications complémentaires, consultez l'article : <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail</a></p>\n<h3>Vérifications</h3>\n<p>Nous soulignons encore une fois que, bien que Detail 3D soit une solution générale pour modéliser n'importe quel détail, nous vérifions les exemples étape par étape. 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Vous trouverez ci-dessous une vue d'ensemble des cas d'utilisation possibles et projets de développement ultérieurs :</p>\n<table><tbody>\n  <tr><td><strong>Cas d'utilisation</strong></td><td><strong>Fonctionnalité prête</strong></td><td><strong>Vérification fournie</strong></td><td><strong>Vérification dans la version</strong></td></tr>\n  <tr><td>Fondements des poteaux en acier</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Ancrages généraux des éléments en acier<br>\n(poutres, contreventements, tiges de levage...)</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Utilisation générale de Detail 3D pour d'autres cas (têtes de pieux, têtes de piliers, etc.)</td><td>OUI</td><td>NON</td><td>en cours de développement</td></tr>\n  <tr><td>Type de modèle de voile</td><td>NON</td><td>NON</td><td>en cours de développement</td></tr>\n</tbody></table>\n<p>Nous mettons continuellement à jour et ajoutons de nouvelles <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&amp;label=detail_3d\">vérifications pour 3D Detail</a> où nous vérifions la fonctionnalité et les hypothèses. 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                                                                                "linkId": "634feb76-63f1-49fd-b680-f4ff75195c99",
                                                                                "urlSlug": "parameters-are-useful-for-everyone",
                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__hilti_profis_plugin_in_checkbot",
                                                                                "linkId": "9a784358-0e6c-4525-8a9c-b675bd76931e",
                                                                                "urlSlug": "hilti-profis-plugin-in-checkbot",
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                                                                              {
                                                                                "codename": "rn_24_0__checkbot_ready_for_big_projects",
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                                                                                "urlSlug": "checkbot-pret-pour-les-grands-projets",
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                                                                              {
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                                                                              {
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                                                                              {
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                                                                            "name": "Content",
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                                                                            "value": "<p>À part les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux de la version 24.1</a>, lisez la liste complète de la nouvelle fonctionnalité&nbsp;:</p>\n<h2>Conception en béton</h2>\n<p><strong>Detail 3D (exclusivement Eurocode)</strong></p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est hors de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> par des tiges, bêches et frottement</li>\n  <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Exportation complète de Connection avec des nouvelles entités</a></li>\n  <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a> – vérifications des sections, contrainte</li>\n  <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Grilles du plan de travail</a> pour la conception des nouvelles entités</li>\n  <li>Maillage fin autour des tiges et stabilité de l'application</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Nouveaux modèles</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Combinaisons ELS améliorées</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Rigidité des appuis ponctuels</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (exclusivement Eurocode)</li>\n</ul>\n<h2>Conception en acier</h2>\n<ul>\n  <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Outil de mesure dans Connection</a></li>\n  <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion des éléments du projet et matériaux</a></li>\n  <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Sélection et édition multiple dans Connection</a></li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Réponse rapide de l'application avec annulation rapide des calculs</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/project-item-and-material-management\">Calculs de voilement dans le menu backstage</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/regional-improvements-in-24-1\">Base théorique dans le rapport</a> en italien et portugais</li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/how-to-import-a-plate-from-dxf\">Importation facile des formes de platine de DXF</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/modeles-parametriques-dans-la-bibliotheque-des-attaches\">Modèles paramétriques de conception améliorés</a></li>\n  <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Améliorations régionales</a></li>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Maillage autour des trous pour les boulons et axes d'articulation</a></li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Gestion multiple et outils de groupement dans Checkbot</a></li>\n  <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Paramètres utiles pour tout le monde</a></li>\n  <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Plug-in HILTI PROFIS dans Checkbot</a></li>\n  <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">Importations de MEF vers Checkbot 60% plus rapides</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/exporting-an-ifc-file-from-idea-statica\">Exportation IFC depuis Checkbot</a></li>\n  <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Importation avancée des connecteurs depuis des outils DAO</a></li>\n  <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Liens BIM autorisés dans la version 24.1</a></li>\n</ul>\n<h2>Usage et Licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Paramétrage des projets</a></li>\n  <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Préférences partagées à travers la gamme complète des outils</a></li>\n  <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Authentification unique (SSO) pour usage public</a></li>\n  <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Comblement de l'écart entre Viewer et Connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/license-usage-analytics-in-the-user-portal\">Rapports d'usage de licence au Portail d'utilisateur</a></li>\n</ul>\n<h2>Notes de publication complètes</h2>\n<p>Ci-dessous, vous pouvez télécharger les <strong>Notes de publication </strong>pour IDEA StatiCa 24.1 en format PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f77b166e_fd7a_0112_b176_a3fb4885c324\"></object>"
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                                                                                        "linkId": "1148f543-3884-4985-b774-b8cc13147689",
                                                                                        "urlSlug": "filler-plate-packing-plate-recognition",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__detailing_improvements_for_bolts_and_weld",
                                                                                        "linkId": "5f4c7d1f-5145-4fa0-a9bf-535808187857",
                                                                                        "urlSlug": "detailing-improvements-for-bolts-and-welds-in-eurocode",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_1__notes_in_report_about_not_performed_check",
                                                                                        "linkId": "26962c6a-7395-4994-b91c-2f02923d157f",
                                                                                        "urlSlug": "limitations-to-checks-of-anchors",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_1__detailed_calculation_of_connection_design",
                                                                                        "linkId": "2cc695f0-16cc-40cf-87c4-c5f8c4ca6605",
                                                                                        "urlSlug": "detailed-calculation-of-connection-design-material-values-displayed-for-plates",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_1__singularity_detection_in_member",
                                                                                        "linkId": "e9a04b3d-e2e6-4408-b09d-8403b233380f",
                                                                                        "urlSlug": "singularity-detection-in-member",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rcs___interaction_code_check_improvements",
                                                                                        "linkId": "808008d4-d25a-403f-a4cd-ed61e1c71203",
                                                                                        "urlSlug": "interaction-code-check-advancements-in-rcs",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_1__release_notes_idea_statica_23_1",
                                                                                        "linkId": "068f049a-e99f-4d33-9148-692c33fad018",
                                                                                        "urlSlug": "release-notes-idea-statica-23-1",
                                                                                        "type": "support_center_article"
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                                                                                      {
                                                                                        "codename": "rn_23_0__prequalified_joints__aisc_",
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                                                                                        "urlSlug": "qualification-checks-of-seismic-prequalified-connections-for-aisc",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__standards_implementation",
                                                                                        "linkId": "20bea177-2a2e-4326-adb2-82c7e021cae7",
                                                                                        "urlSlug": "update-of-ansi-aisc-360-22-csa-s16-19-standards-and-taiwan-sections",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__template__copy_",
                                                                                        "linkId": "d4c5223a-47bd-4c4a-b3cf-041381232705",
                                                                                        "urlSlug": "calculation-of-anchors-with-stand-off",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__eurocode_refactoring",
                                                                                        "linkId": "1fa719d0-2d65-42bb-b892-7b1bdb540d77",
                                                                                        "urlSlug": "eurocode-updates-to-thin-walled-members-and-anchors",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__edge_indexing_improvement_in_member",
                                                                                        "linkId": "ae8ec5d5-7aff-4dc1-9e94-a414912414c1",
                                                                                        "urlSlug": "edge-indexing-in-member-and-connection-models",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_1__template__copy__f1af162",
                                                                                        "linkId": "f1af1623-b7a3-4b77-8562-18cddae30194",
                                                                                        "urlSlug": "calculate-load-extremes",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__limited_stress_check_feature_in_detail",
                                                                                        "linkId": "77cd8496-7dd0-44e8-8153-3f7498958c0c",
                                                                                        "urlSlug": "limited-stress-check-feature-in-detail",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__implementation_of_long_term_losses_in_det",
                                                                                        "linkId": "11765fc5-842e-4fe5-afed-c54104da47d5",
                                                                                        "urlSlug": "implementation-of-long-term-losses-in-detail",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__improvements_for_aci_318_19_in_detail",
                                                                                        "linkId": "b2f21cdf-2d85-4815-ad24-fbe41ac65093",
                                                                                        "urlSlug": "improvements-for-aci-318-19-in-detail",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__imperial_rounding_improvements_in_detail",
                                                                                        "linkId": "358763b8-7373-444f-ab5f-d207d38e281b",
                                                                                        "urlSlug": "imperial-rounding-improvements-in-detail",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "equivalent_time_for_deflection",
                                                                                        "linkId": "9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e",
                                                                                        "urlSlug": "equivalent-time-for-deflection-evaluation",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__enhanced_mesh_in_member__copy_",
                                                                                        "linkId": "fcf88cfa-ef51-4afa-a139-917a5f1f8cbb",
                                                                                        "urlSlug": "triangular-mesh-in-concrete-member",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_23_0",
                                                                                        "linkId": "9a275699-6cf5-48a3-ac7c-1154c4c1331a",
                                                                                        "urlSlug": "release-notes-idea-statica-23-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_1_timber_connections__show_angle_to_grains",
                                                                                        "linkId": "eed5a14c-0581-42b1-8a67-7181fb8d4fdf",
                                                                                        "urlSlug": "angle-to-the-grain-of-the-steel-to-timber-connections",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_1__significant_step_to_designing_and_code_ch",
                                                                                        "linkId": "eac075cc-9e8a-4d0b-b678-e94b527863df",
                                                                                        "urlSlug": "gmnia-solver-extended-to-shear-and-torsion-effects",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_22_1",
                                                                                        "linkId": "8136efc3-3a87-48df-9cb2-890edbe4cfb2",
                                                                                        "urlSlug": "notes-de-publication-idea-statica-22-1",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_0__loads_in_equilibrium_by_default",
                                                                                        "linkId": "da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c",
                                                                                        "urlSlug": "loads-in-equilibrium-by-default",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_0__fatigue_improvements",
                                                                                        "linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
                                                                                        "urlSlug": "fatigue-analysis-how-the-results-are-displayed",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
                                                                                        "linkId": "f89307a5-4bac-4632-bb5f-1a2586f199a3",
                                                                                        "urlSlug": "through-bolts-for-hollow-sections-warning",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn22_0__update_of_eccentricity_definition_of_norma",
                                                                                        "linkId": "293fcced-8994-4a81-a805-88267657c66a",
                                                                                        "urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_22_0",
                                                                                        "linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
                                                                                        "urlSlug": "release-notes-idea-statica-22-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__bearing_type_options_for_bolts",
                                                                                        "linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
                                                                                        "urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
                                                                                        "linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
                                                                                        "urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__slip_resistance_check_update_according_to",
                                                                                        "linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
                                                                                        "urlSlug": "slip-resistance-check-update-according-to-sp-16",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_0__connection_browser_ii",
                                                                                        "linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
                                                                                        "urlSlug": "company-sets-selection-in-the-connection-browser",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_1",
                                                                                        "linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "section_model_view___drawings___sketches____copy_",
                                                                                        "linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
                                                                                        "urlSlug": "mise-a-jour-du-solutionneur-cbfem",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "condensed_elements",
                                                                                        "linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
                                                                                        "urlSlug": "condensed-superelements-invisible-but-essential",
                                                                                        "type": "blog_post"
                                                                                      },
                                                                                      {
                                                                                        "codename": "differences_in_results_between_version_21_and_olde",
                                                                                        "linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
                                                                                        "urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_0_d5c25f3",
                                                                                        "linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__improved_model_of_contacts",
                                                                                        "linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
                                                                                        "urlSlug": "an-improved-model-of-contacts",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__butt_welds_upgraded_model",
                                                                                        "linkId": "040fcb75-d544-4d75-bc49-182d150177d7",
                                                                                        "urlSlug": "butt-welds-upgraded-model",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__bolt_bearing_distances__en_",
                                                                                        "linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
                                                                                        "urlSlug": "bolt-bearing-distances-for-eurocode",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__connecting_plate_eccentricity",
                                                                                        "linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
                                                                                        "urlSlug": "connecting-plate-eccentricity",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_steel_20_1",
                                                                                        "linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-20-1",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_concrete_20_1",
                                                                                        "linkId": "79ff8a70-a79d-483c-8ce8-218a5f43cadc",
                                                                                        "urlSlug": "release-notes-idea-statica-concrete-20-1",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_steel_20",
                                                                                        "linkId": "4ba1aea8-5819-4504-bfc7-717be84625d1",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-20",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_concrete_20",
                                                                                        "linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
                                                                                        "urlSlug": "release-notes-idea-statica-concrete-20",
                                                                                        "type": "support_center_article"
                                                                                      }
                                                                                    ],
                                                                                    "name": "Content",
                                                                                    "type": "rich_text",
                                                                                    "value": "<h2>Compatibilité des versions</h2>\n<p>La version du logiciel IDEA StatiCa (par exemple 22.1.3.0789) est décrite par un numéro composé de la version majeure (22), la version mineure (.1), le numéro de correctif (.3) et le numéro de build (.0789).</p>\n<p>Chaque version majeure et mineure des applications IDEA StatiCa modifie les données du projet et les rend impossibles à utiliser dans les versions précédentes. Cela signifie que si vous créez ou enregistrez un projet dans la version 22.1, vous ne pouvez pas l'ouvrir dans la version 22.0.</p>\n<p>Cependant, les correctifs de la même version sont compatibles, donc si vous créez ou sauvegardez un projet dans le correctif 22.1.3, vous pouvez toujours l'ouvrir dans le correctif 22.1.0.</p>\n<p>Le <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a> génère toujours des fichiers de projet dans la dernière version de IDEA StatiCa et le dernier correctif publié.</p>\n<h2>Ouvrir un ancien projet dans une version plus récente</h2>\n<p>Les modèles conçus dans des versions antérieures de IDEA StatiCa peuvent présenter des différences lorsque vous passez à la version la plus récente. Lors de la mise à jour vers une version plus récente du programme, vous pouvez rencontrer certaines différences associées à l'ouverture de modèles créés dans des versions antérieures.</p>\n<p>Pour vous tenir au courant, veuillez lire les <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">notes de publication</a> pour chaque version majeure et mineure publiée, ainsi que les mises à jour des correctifs et les <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">listes des bogues résolus</a>.</p>\n<p>Vous trouverez ci-dessous une liste des principales modifications apportées à chaque nouvelle version du programme qui peuvent entraîner des changements des résultats :</p>\n<h3>Changements dans la version 25.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Analyse géométrique non linéaire</a> (GMNA)</li>\n  <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Zone d'épandage de soudure</a></li>\n</ul>\n<p>Lire les <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">points principaux</a> et la <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 25.0.</p>\n<h3>Changements dans la version 24.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de la norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Amélioration du maillage autour des trous de boulons et articulations</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est sorti de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> à travers les tiges, bêches et frottement</li>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (Eurocode uniquement)</li>\n</ul>\n<p>Lire les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux</a> et la <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.1.</p>\n<h3>Changements dans la version 24.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (correctif 23.1.1)</li>\n  <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Étendre l'élément à l'aide de l'opération de coupe</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (correctif 23.1.2)</li>\n</ul>\n<p>BIM et SERVICES CLOUD</p>\n<ul>\n  <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Centre de conception structurale gratuit pour tous les logiciels MEF et DAO autorisés</a> et arrêt des plugins Viewer gratuits</li>\n</ul>\n<p>Lisez les <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">points principaux</a> et la <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.0.</p>\n<h3>Changements dans la version 23.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Soudures - autoconception, saisie, avertissements, visualisation</a></li>\n  <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Saisie et visualisation de la position de l'effort de cisaillement</a> (depuis le correctif 23.0.5)</li>\n  <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Réduction de la limite d'élasticité pour les sections creuses en acier à grande résistance</a></li>\n  <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Avertissement pour les soudures et boulons reliant les mêmes platines</a> (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Reconnaissance des fourrures</a> (depuis le correctif 23.0.3)</li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction des boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Calcul détaillé des valeurs des matériaux de conception des assemblages affichées dans le tableau des résultats des platines</a></li>\n  <li>Classes des matériaux d'acier et boulons selon AISC360-22 (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Détection des singularités dans Member</a> (depuis le correctif 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Notes de publication de IDEA StatiCa 23.1.</a></p>\n<h3>Changements dans la version 23.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Vérifications de qualification des assemblages sismiques préqualifiés pour AISC</a></li>\n  <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Mise à jour des normes ANSI/AISC 360-22, CSA S16:19 et des sections Taïwan</a></li>\n  <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Tiges détachées</a> (depuis le correctif 22.1.5)</li>\n  <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Mises à jour de l'Eurocode pour les éléments à voile mince et tiges</a></li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction pour les boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Indexation des bords dans les modèles Member et Connection</a></li>\n  <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Sélection des extrêmes de charge</a> (depuis le correctif 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Fonctionnalité de vérification des contraintes limitée dans Detail</a></li>\n  <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implémentation des pertes à long terme dans Detail</a></li>\n  <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Améliorations pour ACI 318-19 dans Detail</a></li>\n  <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Améliorations de l'arrondissement impérial dans Detail</a></li>\n  <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Temps équivalent pour la flèche dans Beam</a> (depuis le correctif 22.1.3)</li>\n  <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Maillage triangulaire en béton dans Member</a></li>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Notes de publication de IDEA StatiCa 23.0</a>.</p>\n<h3>Changements dans la version 22.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle par rapport au grain des assemblages acier-bois</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Solutionneur GMNIA étendu aux effets de cisaillement et de torsion</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Notes de publication de IDEA StatiCa 22.1.</a></p>\n<h3>Changements dans la version 22.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Charges en équilibre par défaut</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Analyse de fatigue - comment les résultats sont affichés</a></li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Avertissement concernant les boulons traversants pour les sections creuses</a></li>\n  <li>Mise à jour de Connection Lite</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Mise à jour de la définition de l'excentricité d'effort normal pour les poteaux en béton selon l'Eurocode</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Notes de publication de IDEA StatiCa 22.0</a>.</p>\n<h3>Changements dans la version 21.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Options de type de pression diamétrale pour les boulons dans la version 21.1 et suivantes</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Vérifications spécifiques des soudures selon l'Eurocode (EN) et la norme indienne (IS)</a></li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Mise à jour de vérification de résistance au glissement selon SP 16</a></li>\n</ul>\n<p>Pour les utilisateurs de <strong>Gestionnaire des modèles</strong>, utilisez la version 21.1 pour <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transférer vos conceptions dans la nouvelle Connection Library</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Notes de publication de IDEA StatiCa 21.1</a>.</p>\n<h3>Changements dans la version 21.0</h3>\n<p>Le changement le plus important depuis la version 21.0 concerne le modèle analytique des éléments dans Connection, veuillez lire l'article <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Mise à jour du solutionneur CBFEM</a> et l'article de blogue <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Super-éléments condensés - invisibles mais essentiels</a>. L'impact des changements est également décrit dans l'article <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Améliorations du modèle d'analyse dans IDEA StatiCa version 21.0</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Notes de publication de IDEA StatiCa 21.0</a>.</p>\n<h3>Changements dans la version 20.1</h3>\n<p>Nous indiquons ici les articles décrivant les principales différences entre l'ancienne et la nouvelle version.</p>\n<ul>\n  <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Modèle amélioré des contacts</a></li>\n  <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Modèle amélioré pour les soudures bout à bout</a></li>\n  <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Distances d'appui des boulons pour l'Eurocode</a></li>\n  <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Excentricité de platine de raccordement</a></li>\n</ul>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.1</a> et <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.1.</a></p>\n<h3>Changements dans la version 20</h3>\n<p><strong>Refonte de l'opération de fabrication des cornières</strong></p>\n<p>Dans la version précédente, l'opération de fabrication des cornières faisait parfois intervertir les ailes des sections en L, principalement lors de la rotation de l'élément autour de l'axe longitudinal. Désormais, les sections en L sont positionnées correctement et l'orientation des ailes est maintenue lors de l'introduction de rotation de l'élément. Le nouveau mécanisme est basé sur un nouveau positionnement de l'élément (par ses coordonnées locales - plutôt que par ses rotations).</p>\n<p><strong>Systèmes de coordonnées locales des éléments dans les applications MEF/DAO</strong></p>\n<p>Toutes les entités dans les applications MEF/DAO sont créées de manière à ce que leur axe de définition ait un début et une fin. Ces deux points sont pris comme vecteur pour définir le système de coordonnées locales de l'élément. Ces informations sont stockées dans chaque projet d'application MEF/DAO et peuvent être utilisées lors de l'importation. Nous en avons profité pour améliorer l'exactitude de l'importation de la géométrie par notre lien BIM. De l'autre côté, cela change les conditions et l'utilisateur doit faire attention à la façon dont le modèle est créé dans MEF/DAO parce que cela a un impact sur le modèle CBFEM dans Connection. Nous recommandons de faire attention lors de l'importation des projets MEF/DAO dans la version 20, le système de coordonnées locales des éléments peut changer avec le modèle et la différence par rapport au modèle importé dans les versions précédentes est éminente.</p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"\"></figure>\n<p><strong>Compatibilité des projets d'application Member</strong></p>\n<p>L'application IDEA StatiCa Member passe par un développement agile, en particulier l'architecture de stockage des données et l'interface utilisateur guidée. Sur cette base, il est évident que les projets créés dans les anciennes versions peuvent ne pas être ouverts correctement dans la version 20 ou que l'application peut ne pas les ouvrir. Veuillez en tenir compte et excuser IDEA StatiCa pour la gêne occasionnée.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.0</a> et <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changements dans la version 10.1 et antérieures</h3>\n<p>L'une des raisons de la nouvelle interface graphique est que beaucoup d'ingénieurs disaient : «&nbsp;IDEA StatiCa Connection doit être plus à l'abri des erreurs&nbsp;». Ces «&nbsp;erreurs&nbsp;» sont généralement liées à :</p>\n<ul>\n  <li>La définition correcte&nbsp;de la <strong>longueur</strong> <strong>des éléments</strong> – dans le cas d'éléments extrêmement courts ou longs, cela peut avoir une influence considérable sur les résultats. Depuis la version 9, IDEA StatiCa Connection définit automatiquement une longueur appropriée pour tous les éléments.</li>\n  <li><strong>Soudures </strong>– la redistribution plastique des contraintes est de loin la méthode de conception la plus précise pour les soudures et a été introduite dans la version 7.1. Au cours de la version 8 – et pendant une période de transition – elle était la méthode par défaut et coexistait avec les autres méthodes d'évaluation. Depuis la version 9, cette méthode est la seule option disponible et les autres méthodes d'évaluation ont été supprimées afin d'éviter toute confusion parmi les utilisateurs, comme nous l'avons constaté par l'intermédiaire de notre service d'assistance. Cela permet de s'assurer que toutes les soudures du projet sont conçues en toute sécurité et qu'elles sont conformes à la norme.</li>\n</ul>\n<p>Nous avons mis en place plusieurs <strong>mécanismes de vérification</strong> pour IDEA StatiCa Connection depuis la version 9.0 – vérification automatique lorsque l'assemblage est modélisé d'une manière recommandée (vérification des singularités, longueurs des éléments, décalages...). Si l'assemblage n'est pas modélisé correctement, le calcul est interrompu ou un message d'erreur est affiché. Veuillez noter qu'en raison de toutes ces améliorations, l'ouverture de projets provenant de versions antérieures peut engendrer une géométrie de modèle différente qui peut nécessiter des modifications supplémentaires.</p>\n<p>Nous avons également amélioré le <strong>maillage </strong>des sections creuses – IDEA StatiCa Connection depuis la version 9.0 génère un maillage plus fin sur les éléments avec sections creuses, ce qui peut conduire à des résultats légèrement différents par rapport aux versions antérieures.</p>\n<p>Nous affichons l'avertissement de compatibilité à chaque ouverture d'un projet provenant des anciennes versions :</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"\"></figure>"
                                                                                  },
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                                                                                      {
                                                                                        "name": "Connection design",
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                                                                                      {
                                                                                        "name": "Member design",
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                                                                                      {
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                                                                                      {
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                                                                                      {
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                                                                                    "linkedItems": [
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                                                                                        "elements": {
                                                                                          "title": {
                                                                                            "name": "Main headline (H1)",
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                                                                                            "value": "Incidents résolus par les correctifs IDEA StatiCa"
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                                                                                          "preview_image": {
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                                                                                          "perex_content": {
                                                                                            "name": "Lead paragraph",
                                                                                            "type": "text",
                                                                                            "value": "Ici, vous pouvez trouver une liste des cas résolus soumis par nos clients. Ce n'est pas une liste complète, juste un résumé des problèmes/bogues majeurs qui ont été résolus. Nous espérons qu'il vous sera utile.\n"
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data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d0704db9_14ba_01ba_689b_38a0388645aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n166f4ac8_8eac_01e6_bf8b_2f1e2b067627\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8600e943_db4a_018b_2be9_d800d34189a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bf725b77_bb94_0156_e917_18c1c00da809\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d7018308_7d81_0199_f616_0223ad3d9d12\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1b12be00_deda_01c6_a9de_743c9a44f0e7\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n76a84e3c_4f6c_019c_0cd0_a343c0fdd96f\"></object>\n<h2>Version 21.1.8</h2>\n<p>Publiée 27 avril, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17d20cb1_a2ef_0121_e13d_cdd383715bd1\"></object>\n<h2>Version 21.1.7</h2>\n<p>Publiée&nbsp;5 janvier, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8427ee28_6709_014a_59dc_20f917e59770\"></object>\n<h2>Version 21.1.6</h2>\n<p>Publiée le 6 mai, 2022</p>\n<p>Nous avons amélioré la manière de réserver et libérer les sièges de licence dans le pool de licences de votre entreprise. Les nouveaux dialogues rendent l'identification des sièges occupés/disponibles plus facile. Vous pouvez aussi facilement définir quand votre siège devrait retourner au pool. En lire plus de comment <a data-item-id=\"92fb3b9d-2841-414f-9631-7f2e4f9ea57a\" href=\"\">Réserver/libérer les sièges du pool de licences</a>.</p>\n<p>Conséquences des changements du système des licences</p>\n<ul>\n  <li>Seule la version 21.1.6 peut être démarrée au même temps que la version 22 sur le même ordinateur.</li>\n  <li>Si vous voulez démarrer une version antérieure (20, 20.1, 21.0, 21.1), il faut tout d'abord fermer la session dans IDEA StatiCa 21.1.6 ou ultérieure.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f3ae67b2_6af3_01b6_75bd_3e3084a5b94a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b61c0246_2a6f_0106_b3e6_09fcea5ece81\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d30927e_5eaf_0153_43e6_d7453034ebf6\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n12f07c7c_2720_01dd_3b3c_14a27129c4b8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n23bb2066_c1b3_0106_7d47_8115467f9998\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0e9c6f34_b6ca_0187_e98a_e2d086bec5a2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_0\"></object>"
                                                                                          },
                                                                                          "regions": {
                                                                                            "name": "Region",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "AMER",
                                                                                                "codename": "amer"
                                                                                              },
                                                                                              {
                                                                                                "name": "EMEA",
                                                                                                "codename": "emea"
                                                                                              },
                                                                                              {
                                                                                                "name": "APAC",
                                                                                                "codename": "apac"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "region"
                                                                                          },
                                                                                          "product_groups": {
                                                                                            "name": "Product group",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Steel",
                                                                                                "codename": "steel"
                                                                                              },
                                                                                              {
                                                                                                "name": "Concrete",
                                                                                                "codename": "concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Licensing",
                                                                                                "codename": "licensing"
                                                                                              },
                                                                                              {
                                                                                                "name": "Connection design",
                                                                                                "codename": "connection_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member design",
                                                                                                "codename": "member_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Reinforced concrete",
                                                                                                "codename": "reinforced_concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Prestressed concrete",
                                                                                                "codename": "prestressed_concrete"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "product_group"
                                                                                          },
                                                                                          "support_center_article_types": {
                                                                                            "name": "Support center article",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Knowledge base",
                                                                                                "codename": "knowledgebase_article"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "support_center_article"
                                                                                          },
                                                                                          "expertise_levels": {
                                                                                            "name": "Expertise level",
                                                                                            "type": "taxonomy",
                                                                                            "value": [],
                                                                                            "taxonomyGroup": "expertise_level"
                                                                                          },
                                                                                          "labels": {
                                                                                            "name": "Labels",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Connection",
                                                                                                "codename": "connection"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 2D",
                                                                                                "codename": "detail"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member",
                                                                                                "codename": "member"
                                                                                              },
                                                                                              {
                                                                                                "name": "Checkbot",
                                                                                                "codename": "checkbot"
                                                                                              },
                                                                                              {
                                                                                                "name": "Viewer",
                                                                                                "codename": "viewer"
                                                                                              },
                                                                                              {
                                                                                                "name": "RCS",
                                                                                                "codename": "rcs"
                                                                                              },
                                                                                              {
                                                                                                "name": "IDEA Open Model (API)",
                                                                                                "codename": "idea_open_model__api_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AISC (USA)",
                                                                                                "codename": "aisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "EN (Eurocode)",
                                                                                                "codename": "eurocode"
                                                                                              },
                                                                                              {
                                                                                                "name": "BIM link",
                                                                                                "codename": "bim_links"
                                                                                              },
                                                                                              {
                                                                                                "name": "Beam",
                                                                                                "codename": "beam"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.0",
                                                                                                "codename": "n23_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.1",
                                                                                                "codename": "n23_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.0",
                                                                                                "codename": "n24_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 3D",
                                                                                                "codename": "detail_3d"
                                                                                              },
                                                                                              {
                                                                                                "name": "ACI (USA)",
                                                                                                "codename": "aci__usa_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AS (Australia)",
                                                                                                "codename": "au"
                                                                                              },
                                                                                              {
                                                                                                "name": "CSA (Canada)",
                                                                                                "codename": "cisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "IS (India)",
                                                                                                "codename": "is__india_"
                                                                                              },
                                                                                              {
                                                                                                "name": "GB (China)",
                                                                                                "codename": "gb__china_"
                                                                                              },
                                                                                              {
                                                                                                "name": "HKG (Hong Kong)",
                                                                                                "codename": "hkg__hong_kong_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SIA (Switzerland)",
                                                                                                "codename": "sia__switzerland_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SP 16 (Russia)",
                                                                                                "codename": "sp_16__russia_"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.1",
                                                                                                "codename": "v24_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v25.0",
                                                                                                "codename": "v25_0"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "labels"
                                                                                          },
                                                                                          "linked_items": {
                                                                                            "name": "Linked items",
                                                                                            "type": "modular_content",
                                                                                            "value": [
                                                                                              "landing_page___downloads",
                                                                                              "plugins"
                                                                                            ],
                                                                                            "linkedItems": [
                                                                                              {
                                                                                                "elements": {
                                                                                                  "title": {
                                                                                                    "name": "Main headline (H1)",
                                                                                                    "type": "text",
                                                                                                    "value": "À télécharger"
                                                                                                  },
                                                                                                  "subtitle": {
                                                                                                    "name": "Subtitle",
                                                                                                    "type": "text",
                                                                                                    "value": "Configurations d'installations, plug-ins des tierces parties, licences"
                                                                                                  },
                                                                                                  "breadcrumbs_page_title": {
                                                                                                    "name": "Breadcrumbs page title",
                                                                                                    "type": "text",
                                                                                                    "value": ""
                                                                                                  },
                                                                                                  "breadcrumbs_parent": {
                                                                                                    "name": "Breadcrumbs parent",
                                                                                                    "type": "modular_content",
                                                                                                    "value": [],
                                                                                                    "linkedItems": []
                                                                                                  },
                                                                                                  "content": {
                                                                                                    "images": [],
                                                                                                    "linkedItemCodenames": [
                                                                                                      "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                      "f064ba16_9b5f_0122_df0f_5857eedd6aae",
                                                                                                      "untitled_content_item_ce63361",
                                                                                                      "test___collapsible_widget",
                                                                                                      "untitled_content_item_625f73c",
                                                                                                      "untitled_content_item_f3cd022"
                                                                                                    ],
                                                                                                    "linkedItems": [
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Version actuelle"
                                                                                                          },
                                                                                                          "styles": {
                                                                                                            "name": "Block style",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": [
                                                                                                              {
                                                                                                                "name": "default (single download block)",
                                                                                                                "codename": "single"
                                                                                                              }
                                                                                                            ]
                                                                                                          },
                                                                                                          "content_top": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Description before",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "download_blocks": {
                                                                                                            "name": "Download blocks",
                                                                                                            "type": "modular_content",
                                                                                                            "value": [
                                                                                                              "untitled_content_item_8de7457"
                                                                                                            ],
                                                                                                            "linkedItems": []
                                                                                                          },
                                                                                                          "content_bottom": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [
                                                                                                              {
                                                                                                                "codename": "n25_1_highlights",
                                                                                                                "linkId": "e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9",
                                                                                                                "urlSlug": "points-saillants-de-la-version-25-1-d-idea-statica",
                                                                                                                "type": "landing_page"
                                                                                                              },
                                                                                                              {
                                                                                                                "codename": "system_requirements_for_idea_statica",
                                                                                                                "linkId": "1a877e3a-ce1d-4127-8857-da4bcd33ee9c",
                                                                                                                "urlSlug": "system-requirements-for-idea-statica",
                                                                                                                "type": "support_center_article"
                                                                                                              }
                                                                                                            ],
                                                                                                            "name": "Description after",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p>Pour les utilisateurs de liens BIM pour l'application Beam, la version recommandée est <a href=\"https://download.ideastatica.com/previous/ideastatica_24.1.2.1520.msi\" title=\"24.1.2.1520\">24.1.2.1520</a>.</p>\n<p>Lisez les <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">notes de version</a> pour voir toutes les nouvelles fonctionnalités et améliorations.</p>\n<p>Veuillez noter les <a data-item-id=\"1a877e3a-ce1d-4127-8857-da4bcd33ee9c\" href=\"\">Exigences du système pour l'installation d'IDEA StatiCa</a>.&nbsp;</p>"
                                                                                                          },
                                                                                                          "visibleinregion": {
                                                                                                            "name": "VisibleInRegion",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "regions": {
                                                                                                            "name": "Region",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "region"
                                                                                                          },
                                                                                                          "translation__translation_connector": {
                                                                                                            "name": "Translation Connector",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "languages"
                                                                                                          },
                                                                                                          "translation__force_translation": {
                                                                                                            "name": "Force translation",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "translation__last_translation": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Last translation",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "translation__ai_translated": {
                                                                                                            "name": "AI translated",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          }
                                                                                                        },
                                                                                                        "system": {
                                                                                                          "codename": "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                          "collection": "default",
                                                                                                          "id": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "language": "fr-FR",
                                                                                                          "lastModified": "2025-12-05T15:35:12.7398361Z",
                                                                                                          "name": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "sitemapLocations": [],
                                                                                                          "type": "widget_downloads_list",
                                                                                                          "workflowStep": null,
                                                                                                          "workflow": null
                                                                                                        }
                                                                                                      },
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Versions précédentes"
                                                                                                          },
                                                                                                          "styles": {
                                                                                                            "name": "Block style",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": [
                                                                                                              {
                                                                                                                "name": "multiple download blocks",
                                                                                                                "codename": "multiple"
                                                                                                              }
                                                                                                            ]
                                                                                                          },
                                                                                                          "content_top": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Description before",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p>Téléchargez ici les versions précédentes, y compris les derniers correctifs.</p>\n<p>Si vous recherchez une autre version, soumettez un <a href=\"/Portal/Case\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">cas de support</a>.</p>"
                                                                                                          },
                                                                                                          "download_blocks": {
                                                                                                            "name": "Download blocks",
                                                                                                            "type": "modular_content",
                                                                                                            "value": [
                                                                                                              "test___download_block",
                                                                                                              "test___download_block_2",
                                                                                                              "download___idea_statica_older_version_b__copy__dad1ff5",
                                                                                                              "download___idea_statica_older_version_b__copy_"
                                                                                                            ],
                                                                                                            "linkedItems": []
                                                                                                          },
                                                                                                          "content_bottom": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Description after",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "visibleinregion": {
                                                                                                            "name": "VisibleInRegion",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "regions": {
                                                                                                            "name": "Region",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "region"
                                                                                                          },
                                                                                                          "translation__translation_connector": {
                                                                                                            "name": "Translation Connector",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "languages"
                                                                                                          },
                                                                                                          "translation__force_translation": {
                                                                                                            "name": "Force translation",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "translation__last_translation": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Last translation",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "translation__ai_translated": {
                                                                                                            "name": "AI translated",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          }
                                                                                                        },
                                                                                                        "system": {
                                                                                                          "codename": "f064ba16_9b5f_0122_df0f_5857eedd6aae",
                                                                                                          "collection": "default",
                                                                                                          "id": "f064ba16-9b5f-0122-df0f-5857eedd6aae",
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                                                            "value": "<h2>Points principaux de la version 24.1</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8ab1ba7b_43b7_0196_2c06_f17ee13c51f7\"></object>\n<h2>Conception en béton</h2>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail est vérifié</strong></a> et prêt pour la conception des <strong>ancrages en 3D </strong>considérant le <strong>ferraillage réel</strong>, ce qui résout le problème des tiges près de bords de béton.</li>\n  <li>La nouvelle analyse de <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>déversement</strong></a> dans l'application <strong>Beam</strong> et des <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>combinaisons ELS</strong></a> dans Detail <strong>pour la conception des éléments préfabriqués</strong>.</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Modèles pour 2D Detail</strong></a>&nbsp;prêts à utiliser vous aident à démarrer avec le processus de modélisation en quelques secondes.</li>\n</ul>\n<h2>Conception d'assemblages en acier</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Modèles paramétriques</strong></a><strong> </strong>pour des assemblages en acier typiques ou répétitifs. La série IDEA comprend 50 modèles et vous pouvez en créer d'autres vous-même.</li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\"><strong>Accélération de l'application Connection</strong></a> avec le démarrage plus court, réponses plus rapides dans le menu Backstage et <strong>optimisation </strong>de la présentation des résultats et <strong>de l'usage de mémoire </strong>pour les grands projets.</li>\n  <li><strong>Améliorations de l'interface utilisateur - </strong><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion d'élément du projet et matériau</a><strong>, </strong><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">outil de mesure</a>, <a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">sélection/édition multiple</a> et <a data-item-id=\"d0b73776-87a3-52b5-8aca-6fae3f08b94e\" href=\"\">importation des platines de DXF</a>.</li>\n  <li><strong>Améliorations d'Eurocode </strong>comprennent la <a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">sélection de norme automatique entre 1993-1-8 et 1992-4</a>. <strong>Canada et Australie</strong> peuvent profiter de l'offre des <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#PJP-welds-for-CSA-and-AS\">soudures à pénétration partielle</a>, <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Update-of-cross-section-and-material-databases\">base de données des formes actualisée de AISC v16.0</a> et <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#material-defaults-aisc-as\">paramétrage des matériaux par défaut</a>.</li>\n  <li>Les<strong> </strong><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\"><strong>capacités de Viewer</strong></a><strong> </strong>ont été renforcées pour la coopération en équipe par le partage des modèles avec les <strong>liens URL </strong>et <strong>gestion des liens. </strong>On a ajouté<strong> </strong>des <a href=\"https://www.ideastatica.com/support-center/the-ui-of-the-idea-statica-viewer-tool#The-right-Property-panel\">informations de modèle supplémentaires</a> - types et tailles de soudures, type de modèle, axes d'articulation, coordonnées spatiales des assemblages.</li>\n  <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Bibliothèque des assemblages</strong></a><strong> </strong>propose des conceptions précisément pour des modèles spécifiques dans le Viewer.</li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li>Le <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\"><strong>plug-in Hilti PROFIS</strong></a> permet aux 200k+ utilisateurs actuels de Hilti d'exporter des charges, matériaux et sections depuis leur application MEF vers Hilti PROFIS Engineering via Checkbot.</li>\n  <li>Conceptions des assemblages sont applicables aux <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\"><strong>groupes de nœuds dans Checkbot</strong></a>&nbsp;créés automatiquement selon la géométrie et section transversale ou définis par l'utilisateur.&nbsp;</li>\n  <li>La <a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>vitesse de l'application a augmenté</strong></a><strong> </strong>par 60% et elle ouvre des projets avec jusqu'à 1000&nbsp;nœuds en quelques secondes.</li>\n  <li>Capacités d'exportation agrandies par l'<a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\"><strong>exportation IFC</strong></a><strong> </strong>pour des fichiers simples ou à plusieurs assemblages.</li>\n  <li>Vérifiez la compatibilité de votre logiciel dans la liste des <a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\"><strong>versions autorisées dans 24.1</strong></a><strong>.</strong></li>\n</ul>\n<h2>Usage et licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\"><strong>Nouveau paramétrage de projet</strong></a> avec exportation et partage et la possibilité d'adapter aux annexes nationales.</li>\n  <li>Type de licence <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Authentification unique (SSO)</strong></a> est disponible pour tous les clients Enterprise.</li>\n  <li>Les administrateurs de licence peuvent regarder les<strong> </strong><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\"><strong>rapports mensuels d'usage</strong></a><strong> </strong>des applications IDEA StatiCa.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e43d5746_5275_01bb_848f_37021cb2508a\"></object>"
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                                                            "value": "<p>L'ancrage dans un bloc de béton simple peut être modélisé et vérifié dans IDEA StatiCa Connection. Parfois, il peut être utile ou nécessaire d'ajouter du ferraillage au bloc de béton. Bien que cette capacité ne soit pas disponible dans l'application Connection, nous avons 3D Detail. 3D Detail se concentre sur la résolution des ancrages dans les blocs de béton et sur l'analyse des éléments d'ancrage et du bloc de béton lui-même. De plus, un lien direct est mis en place entre les applications Connection et Detail pour simplifier le processus.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Les utilisateurs de Connection qui conçoivent des <strong>ancrages selon l'Eurocode</strong> peuvent <strong>importer leur modèle de Connection vers l'application avancée 3D Detail en cliquant sur un seul bouton</strong>.</p>\n<h3>Comment ça fonctionne ?</h3>\n<ul>\n  <li>L'importation n'est autorisée que pour les ancrages. S'il n'y a pas de bloc de béton dans le modèle Connection, l'exportation vers Detail est désactivée («&nbsp;Vérification de béton armé&nbsp;»).</li>\n  <li>Il faut calculer le modèle dans Connection. Si les résultats ne sont pas disponibles, l'icône d'exportation («&nbsp;Vérification de béton armé&nbsp;») est désactivée.</li>\n  <li>Un seul bloc de béton est autorisé pour l'importation/exportation.</li>\n</ul>\n<p>Pour une liste complète des limitations et des explications complémentaires, voir l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail.</a></p>\n<h3>L'attache est importée, y compris</h3>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection :</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">par adhérence</a> / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h3>Comment exporter l'ancrage de Connection vers Detail</h3>\n<p>Tout d'abord, créez un modèle d'ancrage dans Connection selon l'Eurocode et cliquez sur le bouton Calculer.</p>\n<p>Lorsque les résultats existent, l'exportation des semelles est activée. En cliquant sur le bouton «&nbsp;<strong>Vérification de béton armé</strong>&nbsp;» au ruban, une boîte de dialogue demandant l'emplacement et le nom du fichier Detail nouvellement créé apparaît.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>Après une exportation réussie, le projet dans Detail est créé. La géométrie du bloc de béton et du pied de poteau, la position et les attributs des tiges et la charge sont automatiquement transférées vers Detail. L'appui superficiel situé sur la surface inférieure du bloc de béton est automatiquement créé.</p>\n<p>La partie la plus délicate de ce processus est l'importation de la charge. Pour chaque effet de charge calculé dans Connection, le cas de charge et la combinaison ELU correspondants&nbsp;sont automatiquement créés dans Detail.</p>\n<ul>\n  <li>Le pied de poteau est chargé par des <strong>efforts dans les soudures</strong> qui sont modélisés comme un <strong>groupe d'efforts. </strong>Pour le chargement du pied de poteau lui-même, le chargement importé est représenté par un groupe d'efforts selon les contraintes dans les soudures entre le pied de poteau et les éléments en acier dans le modèle Connection.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n  <li>Les tiges sont modélisées et chargées indépendamment du pied de poteau et elles sont chargées axialement par des charges ponctuelles. Le chargement des tiges est représenté dans la scène par deux flèches dans les directions opposées. Une flèche représente l'effort de traction agissant uniquement sur la partie supérieure de la tige. L'autre représente l'effort de compression agissant sur le pied de poteau.</li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>La case à cocher «&nbsp;Transfert des efforts axiaux&nbsp;» est décochée par défaut parce que les tiges sont chargées par les efforts directement.</p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n  <li>Le cisaillement est transféré selon le paramétrage dans Connection par l'une des options suivantes – tiges, bêches ou frottement. Si l'effort de cisaillement est transféré par des tiges, vous pouvez désactiver des tiges spécifiques en décochant la case «&nbsp;Transfert de cisaillement&nbsp;». Si le frottement ou les bêches sont sélectionnées, le cisaillement dans les tiges n'est jamais pris en compte dans le modèle.</li>\n</ul>\n<p>Il ne reste qu'à ajouter le ferraillage et calculer le modèle.</p>\n<p>Vous trouverez plus d'informations générales sur Detail comme solution pour votre ancrage dans l'article <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail hors de Bêta</a>.</p>\n<p><em>Note : Les vérifications de norme dans 3D Detail ne sont disponibles actuellement que pour l'Eurocode (EN).</em></p>\n<p>Publié dans IDEA StatiCa version 24.1.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                    "value": "<p>En pratique, l'<strong>analogie des fermes (S&amp;T)</strong> et des méthodes des <strong>champs de contrainte</strong> sont couramment utilisées pour concevoir les régions de discontinuité dans les structures en béton armé et précontraint. La <strong>méthode des champs de contrainte compatibles (CSFM)</strong> a été développée en étendant ces théories classiques, ce qui permet un haut degré d'automatisation et est cohérent avec la norme de conception. Malgré sa simplicité, la méthode fournit une description très réaliste de la réaction d'une structure en béton à la fois dans l'état limite ultime (ELU) et état limite de service (ELS). La CSFM est mise en œuvre dans <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">IDEA StatiCa Detail</a>.</p>\n<figure data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fd8d041-20d1-40a8-9a71-eb9cdce27155/7.png\" data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" alt=\"\"></figure>\n<p><em>Image 1 a) Voile avec ouvertures b) Voile de cisaillement c) Poutre avec extrémités réduites et ouvertures d) Pile de pont e) Diaphragme de pont</em></p>\n<p>Les procédures standard de conception des sections transversales des structures en béton peuvent être utilisées dans les zones où l'hypothèse de Navier-Bernoulli de distribution des déformations au plan s'applique (région B). Les endroits où cette hypothèse ne s'applique pas sont appelés <strong>régions de discontinuité (régions D)</strong>. Il s'agit des parties des structures où apparaissent des charges concentrées ou où il y a un changement soudain de la section transversale tel qu'extrémités réduites (Image 1c), poutres voiles, voiles avec des ouvertures (Image 1a, 1b), consoles ou têtes de pieux. Dans le domaine de l'ingénierie des ponts, il s'agit par exemple des têtes de piliers (Image 1d), diaphragmes (Image 1e), déviateurs, etc.</p>\n<h2>1. Analogie des fermes</h2>\n<p>L'hypothèse de base lors de la définition d'un modèle d'analogie des fermes est que la résistance à la traction du béton est négligée. Une simple analogie des fermes consiste en des éléments agissant en compression et en traction, représentant le comportement ELU. En général, il ne s'agit pas d'un problème complexe et la définition d'une analogie des fermes de base (Image 2a) ne devrait pas poser de problème à un ingénieur expérimenté. Cependant, même pour cette tâche élémentaire, l'évaluation correcte du modèle conformément à la norme de conception peut être un processus fastidieux, manuel et itératif.</p>\n<figure data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aecb55f-dac0-47db-a25c-48082e5e70c4/Untitled%20design.png\" data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" alt=\"\"></figure>\n<p><em>Image 2 a) Analogie des fermes, option 1 b) Analogie des fermes, option 2 c) Analogie des fermes, option 3</em></p>\n<p>Il faut évaluer les tiges, zones nodales et déformations transversales&nbsp;en traction dans les entretoises. Si le modèle ne satisfait pas la vérification, il faut ajuster la géométrie de l'analogie ou en créer une autre (Image 2b, 2c). Cela conduit souvent les ingénieurs en structure à ne choisir la géométrie de l'analogie des fermes qu'une seule fois&nbsp;et à n'évaluer que le ferraillage, ce qui peut causer une erreur substantielle. Cela peut conduire à une erreur substantielle. Le choix du modèle est toujours une question d'expérience. Pour des détails structurels plus complexes, le choix d'une analogie des fermes qui correspondra suffisamment au comportement réel de la structure peut ne pas être aussi facile que dans le cas ci-dessus. Par ailleurs, l'analogie des fermes ne permet de concevoir que des états limites ultimes. Elle ne permet pas la conception des <strong>états limites de service (déformation, fissuration)</strong> qui sont des critères critiques, en particulier dans les structures d'importance significative, car ils ont un impact direct sur la durée de vie de la structure.</p>\n<h2>2. Méthode des champs de contrainte compatibles – CSFM</h2>\n<p>La CSFM est une <strong>méthode non linéaire</strong> moderne pour l'analyse des régions D et des éléments dont le comportement peut être simplifié à une contrainte au plan, c'est-à-dire un modèle 2D. Cependant, elle repose toujours sur une hypothèse fondamentale et sûre des normes : <strong>le béton n'agit pas en traction</strong> et toute traction doit être transférée par le ferraillage. La méthode des champs de contrainte compatibles (CSFM) est une évolution des méthodes d'analogie des fermes et des champs de contrainte, supprimant leurs principaux inconvénients mentionnés ci-dessus : incertitudes dans la sélection du modèle, difficulté d'automatisation et incapacité à évaluer les états limites de service.</p>\n<figure data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e760312-8401-44c8-aae1-020b514876fb/2.png\" data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" alt=\"\"></figure>\n<p><em>Image 3 a) Déformation simple b) Contrainte principale c) CSFM</em></p>\n<p>Le principe de la CSFM peut être expliqué sur la <strong>contrainte simple </strong>de l'élément de base au plan d'une structure en béton armé. La figure 3a montre l'élément 2D de base en contrainte simple tel que nous le connaissons de tous les manuels sur l'élasticité et la résistance. Il s'agit de la contrainte en un point de la structure, obtenue par exemple par une analyse d'élasticité linéaire à l'aide de la méthode des éléments finis (MEF). L'élément est soumis à une contrainte normale horizontale σ<sub>x</sub>, une contrainte normale verticale σ<sub>z</sub> et une contrainte de cisaillement τ<sub>xz</sub>. À partir de ces contraintes, on peut déterminer les<strong> contraintes</strong> <strong>principales</strong> et leur direction définie par l'angle θ (Image 3b). L'élément est alors soumis à la contrainte de traction principale σ<sub>1</sub> et à la contrainte de compression principale σ<sub>2</sub>.</p>\n<p>Comment sera la déformation du même élément analysé par CSFM ? La déformation est illustrée à l'image 3c. Le béton en compression apparaît dans la direction de la contrainte de compression principale σ<sub>2</sub>. Un champ de contrainte avec une contrainte σ<sub>c2</sub> est généré. Comme mentionné ci-dessus, l'hypothèse de base est que le béton n'agit pas en traction. Par conséquent, la contrainte de traction principale transversale σ<sub>1</sub> ne sera pas transférée par le béton et une fissure apparaîtra perpendiculairement à cette direction. La contrainte σ<sub>c1r</sub> doit donc être zéro. Pour éviter la rupture de notre élément 2D, toutes les contraintes de traction doivent être transférées par le ferraillage (en bleu sur l'image 3c), qui doit faire partie du modèle de calcul.</p>\n<p>Si cette analyse de contrainte est effectuée à l'aide de CSFM de<strong> manière continue sur l'ensemble de la région 2D</strong> à résoudre, le résultat est un champ de compression continu dans le béton ainsi que les contraintes de traction et de compression dans le ferraillage. L'image 4 est une représentation graphique simplifiée du champ de contrainte CSFM. Outre les taux d'utilisation de béton et ferraillage, l'image indique également les directions variables des contraintes calculées σ<sub>c2</sub> le long des régions.</p>\n<figure data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc56c80f-67f3-481d-a2c8-26dacc258bb2/csfm%20explained%20%281%29.png\" data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" alt=\"\"></figure>\n<p><em>Image 4 Résultats globaux de IDEA StatiCa Detail</em></p>\n<p>L'analyse d'un détail ou d'une structure à l'aide de <strong>CSFM est basée sur la méthode des éléments finis</strong>. Le béton est modélisé avec des éléments de voile 2D et le ferraillage avec des éléments 1D (Image 7). L'analyse n'est pas effectuée en une seule étape puisqu'il s'agit d'un problème non linéaire. Les charges sont appliquées par incréments au cours du calcul et la solution du système d'équations non linéaires est trouvée à l'aide de la <strong>méthode de Newton-Raphson</strong>.</p>\n<p>Les fissures fictives (ε<sub>1</sub> étant la valeur moyenne) sont «&nbsp;formées&nbsp;» perpendiculairement à la direction des contraintes principales qui peut changer au cours du calcul non linéaire car l'élément «&nbsp;est fissuré progressivement&nbsp;» à chaque incrément de charge. En résumé, on considère une fissure rotative fictive sans contrainte.</p>\n<p>Le résultat de la solution MEF utilisant CSFM est un champ de contrainte compatible (c'est-à-dire que le béton ne se décompose pas en éléments individuels agissant indépendamment dans le modèle) et l'état de déformation qui sont continus dans l'ensemble du domaine 2D en cours de résolution. Il s'agit d'un avantage majeur par rapport aux approches classiques d'analogie des fermes qui permet d'automatiser et affiner le modèle de calcul comme décrit dans les paragraphes suivants.</p>\n<figure data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40e41bf7-4a81-4245-bd1b-843963c104e8/3.png\" data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" alt=\"\"></figure>\n<p><em>Image 5 Principe du ramollissement du béton</em></p>\n<p>La formulation simple de CSFM permet d'utiliser le diagramme standard de contrainte-déformation uniaxial parabolique-rectangulaire pour le béton en compression conformément à la norme. Comme on le sait, la résistance à la compression du béton diminue lorsque le béton est endommagé par des fissures transversales (Image 5). Cet effet dit <strong>ramollissement par compression </strong>est inclus dans la méthode en prenant automatiquement en compte la résistance effective à la compression du béton.</p>\n<p>Le coefficient de réduction k<sub>c</sub> est déterminé en fonction du niveau des déformations transversales par traction ε<sub>1</sub> et le diagramme de contrainte-déformation du béton est ajusté (Image 5). Puisqu'on connait le champ des déformations dans l'ensemble de la structure, la résistance effective à la compression du béton peut être calculée automatiquement dans les sections individuelles selon le niveau local des déformations transversales par traction ε<sub>1</sub>.</p>\n<figure data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51628156-5014-4501-8f28-9f3b93783840/1.png\" data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" alt=\"\"></figure>\n<p><em>Image 6 Principe de raidissement par traction</em></p>\n<p>En outre, CSFM prend en compte l'<strong>effet de raidissement</strong> du béton en traction entre les fissures sur le ferraillage, appelé raidissement par traction. Dans le modèle de calcul, le degré de ferraillage moyen ε<sub>m</sub> est utilisé. Le diagramme de contrainte-déformation du ferraillage est alors modifié (Image 6). Cela permet une représentation réaliste de la rigidité de la structure en béton armé endommagée par des fissures. Cependant, il est toujours vrai que la résistance à la traction du béton ne contribue pas à la capacité ultime. La contrainte maximale dans le ferraillage σ<sub>sr</sub> dans les fissures est essentielle pour la conception (Image 6).</p>\n<p>CSFM utilise des modèles de matériaux uniaxiaux communs (diagrammes de contrainte-déformation) définis dans les <strong>normes de conception</strong>. L'approche standard, la méthode des coefficients partiels de sécurité, est ensuite utilisée pour évaluer l'ELU. La simplicité de la méthode la rend adaptée à la pratique de l'ingénierie et est cohérente avec les normes de conception.</p>\n<p>Même s'il s'agit d'une analyse MEF non linéaire, l'ingénieur en structure n'a pas besoin de saisir des attributs supplémentaires des matériaux et des caractéristiques du béton au calcul qui peuvent même ne pas être disponibles lors de la conception et qui sont nécessaires, par exemple, pour les analyses MEF non linéaires basées sur la mécanique de la rupture. Comme indiqué précédemment, l'un des principaux avantages de l'analyse CSFM, outre les états limites ultimes, est la capacité d'évaluer les <strong>états limites de service : flèche, limites de contrainte et, en particulier, ouverture des fissures</strong>.</p>\n<figure data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8fd3f66a-63b9-4aba-bb10-9e12889ed7d4/Finite%20element%20model.png\" data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" alt=\"\"></figure>\n<p><em>Image 7 Exemple de représentation d'un modèle d'éléments finis dans IDEA StatiCa Detail</em></p>\n<p>(Image 7) Le modèle MEF dans CSFM est composé de plusieurs types d'éléments finis :</p>\n<ul>\n  <li>Élément 1D avec rigidité axiale pour le ferraillage</li>\n  <li>Élément 2D isoparamétrique pour le béton</li>\n  <li>Ressorts pour le modèle d'ancrage du ferraillage avec extrémité traitée</li>\n  <li>Élément 2D spécial pour modéliser la cohésion entre le ferraillage et le béton</li>\n  <li>Contraintes rigides et interpolantes (contraintes multipoints, MPC) entre les éléments de cohésion et le béton</li>\n</ul>\n<p>Si le ferraillage conçu empêche la rupture fragile de l'élément, il a été démontré que la méthode CSFM donne de très bonnes prédictions de la réponse et de la capacité ultime de la structure malgré la simplicité de la formulation. Autrement dit, la méthode n'est pas adaptée, par exemple, à la conception de poutres sans ferraillage de cisaillement transversal qui présentent un potentiel de comportement fragile. Les <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">vérifications</a> de la méthode, y compris des expériences, sont données dans [1]. Une description plus détaillée de la méthode dépasse le cadre du présent document et peut également être trouvée dans la <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Base théorique</a>.</p>\n<p>Il est clair que les principes de la méthode CSFM sont généraux et son application n'est donc pas limitée aux régions de discontinuité, mais peut être utilisée pour modéliser des éléments entiers, par exemple des poutrelles préfabriquées, et lorsque l'élément peut être simplifié en un modèle 2D au plan. La méthode et sa mise en œuvre dans le logiciel (IDEA StatiCa Detail) ont également été développées avec la possibilité de saisir le <strong>ferraillage précontraint et post-contraint</strong>.</p>\n<h2>3. Exemple de conception d'une tête de pilier</h2>\n<p>L'application pratique de CSFM est illustrée par la conception de tête de pilier de pont à l'image 8. Il s'agit du deuxième pilier d'un pont continu avec trois travées de 30,0 m, 42,0 m et 30,0 m. La tête du pilier en béton armé est conçue en béton C40/50 et son épaisseur (dans la direction longitudinale du pont) est 2,0 m.</p>\n<figure data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7bd9ebbf-5d30-448a-93e2-c89641d05677/4.png\" data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" alt=\"\"></figure>\n<p><em>Image 8 Tête de pilier : a) Conception sommaire ; b) Contrainte de compression dans le béton en ELU ; c) Contrainte de traction dans le ferraillage en ELU ; d) Ouverture des fissures en ELS</em></p>\n<p>Au sommet de la tête de pilier, une poutre transversale avec le ferraillage B500 20xϕ28+20xϕ25 – les quatre couches supérieures – a été conçue tout d'abord. L'image 8a montre une conception sommaire à l'état limite ultime, indiquant les contraintes de compression dans le béton, les directions des contraintes de compression et les contraintes dans le ferraillage. La distribution plus détaillée des contraintes dans le béton et ferraillage est ensuite documentée dans les images 8b et 8c. Le ferraillage transversal se trouve juste en dessous de la limite d'élasticité et les contraintes dans le béton (et les déformations relatives) sont satisfaisantes à l'ELU. Cependant, le résultat du calcul de l'ouverture des fissures (image 8d) montre que la conception ne satisfait pas à l'<strong>ELS&nbsp;</strong>: w<sub>max</sub> = 0,36 mm &gt; w<sub>lim</sub> = 0,3 mm. <strong>Pour respecter l'ouverture des fissures limite, il est nécessaire d'augmenter le ferraillage </strong>de la poutre transversale à 20xϕ32+20xϕ28. Dans le cas de w<sub>lim</sub> = 0,2 mm (par exemple pour un pilier près d'une route générant une projection des sels, niveau d'influence environnementale XF2), le ferraillage de la poutre transversale devrait être augmentée encore plus à 24xϕ32+24xϕ28.</p>\n<h2>Conclusion</h2>\n<p>CSFM convient à la pratique de l'ingénierie parce que la méthode utilise des <strong>modèles de matériaux simples définis dans la norme de conception</strong>. En plus des états limites ultimes, elle permet également de concevoir les états limites de service dont l'évaluation était auparavant difficile à imaginer en utilisant l'analogie des fermes. En introduisant la méthode dans <strong>IDEA StatiCa Detail</strong>, il est alors possible de capturer de manière réaliste la réponse de la structure et de concevoir et évaluer les régions de discontinuité et les assemblages plus importants de manière efficace et sûre.</p>\n<p>La CSFM a été développée principalement grâce au travail du professeur Walter Kaufmann, directeur de l'ingénierie structurelle de l'École polytechnique fédérale de Zurich (EPFZ). Lui et son équipe ont également <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">vérifié la méthode et sa mise en œuvre logicielle</a>.</p>\n<h2>Littérature</h2>\n<p>[1] KAUFMANN, Walter, et al : Compatible stress field design of structural concrete, ETH Zurich, 2020, ISBN 978-3-906916-95-8,</p>\n<p>[2] KAUFMANN, W., MARTI, P. : Structural Concrete : Cracked Membrane Model. Journal of Structural Engineering 124 (12) : 1467-75, 1998 https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467)</p>\n<p>[3] KRAUS, M., M. WEBER, W. KAUFMANN, W, BOBEK, L. : Numerical analysis of experimentally tested frame corners with opening moments using the Compatible Stress Field Method (CSFM). In : Computational Modelling of Concrete and Concrete Structures, pp. 694-03. CRC Press, 2022 <a href=\"https://doi.org/10.1201/9781003316404\">https://doi.org/10.1201/9781003316404</a></p>\n<h2>Auteur de l'article</h2>\n<p>Ing. Pavel Kaláb, PhD.</p>\n<p>IDEA StatiCa s.r.o.</p>"
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                                                                    "value": "<p>Dans IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, les utilisateurs ont la possibilité de créer des modèles d'assemblage en utilisant des paramètres (relations définies entre des entités individuelles). La conception paramétrique permet aux utilisateurs de concevoir des assemblages standardisées de manière efficace - <strong>lisez comment travailler avec les paramètres</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">dans cet article.</a></p>\n<p>L'intégration de <strong>modèles paramétriques</strong> dans <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offre une approche transformationnelle des flux de travail des concepteurs d'assemblage. <strong>Elle permet aux utilisateurs de créer et d'utiliser une collection universelle de modèles qui peuvent être facilement personnalisés et déployés dans différents contextes de conception.</strong></p>\n<h2>Comment cela fonctionne-t-il ?</h2>\n<p>L'utilisateur peut télécharger lassemblage créé vers son entreprise ou son ensemble personnel, comme pour n'importe quelle conception, et il peut même le faire <strong>avec les paramètres définis</strong>. Une fois que la même géométrie est présente dans le projet et que la solution peut être répétée, l'utilisateur peut appliquer cette conception préparée à l'avance (modèle) avec tous les paramètres.</p>\n<figure data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0a53fd0-929f-4053-9c8c-37b522604485/parametric_template_3.png\" data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" alt=\"\"></figure>\n<p>En outre, après avoir proposé le modèle, il est possible de <strong>modifier les paramètres directement</strong> <strong>dans la fenêtre de conception principale</strong> et il n'est pas nécessaire de passer en mode développeur. Cet environnement convivial permet aux utilisateurs moins expérimentés de travailler avec des paramètres prédéfinis en toute sécurité selon les préréglages des concepteurs seniors.</p>\n<figure data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21f4f5f7-4808-4e52-ad70-4c7446950a47/parametric_template_5.png\" data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" alt=\"\"></figure>\n<p>L'optimisation ultérieure est très simple, car il est possible d'éviter de modifier chaque entité une par une lors de l'utilisation des opérations.</p>\n<p>En modifiant un paramètre, <strong>plusieurs étapes</strong> peuvent être réalisées en même temps. Par exemple, lorsque l'on modifie la largeur de l'élargisseur, ce n'est pas seulement l'élargisseur lui-même qui est affecté, mais aussi toutes les soudures associées et l'emplacement du raidisseur :</p>\n<figure data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a920b12e-d9f6-4545-9616-2b4e45b7c256/parametric_template_4.png\" data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" alt=\"\"></figure>\n<p>Les modifications verrouillées dans la liste des propriétés de certaines opérations de fabrication sont désactivées dans de tels cas. Cependant, si l'utilisateur le souhaite, il peut casser les paramètres à l'aide du bouton<strong>\"exploser</strong>\" et continuer à modifier les opérations.</p>\n<p>Les modèles auxquels les paramètres sont liés sont marqués d'un {p} minuscule. Plusieurs modèles paramétriques ont déjà été préparés et mis à disposition dans le <strong>jeu de modèles prédéfinis par l'équipe IDEA StatiCa</strong>.</p>\n<figure data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f541105-3c13-4356-9547-4495dfdbfdce/parametric_template_1.png\" data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" alt=\"\"></figure>\n<h2>Quels sont les avantages des modèles paramétriques ?</h2>\n<ul>\n  <li><strong>Modèles universels</strong>: Les concepteurs peuvent accéder à une large collection de modèles paramétriques à partir de Connection Library. Ces modèles sont conçus pour être universellement applicables et constituent une base solide pour un large éventail de projets.</li>\n  <li><strong>Personnalisation paramétrique</strong>: Grâce à l'onglet Développeur, les utilisateurs peuvent définir des paramètres spécifiques pour chaque modèle, ce qui permet un haut degré de personnalisation et de flexibilité dans la conception.</li>\n  <li><strong>Identification des modèles</strong>: Les modèles paramétriques sont facilement identifiables par le symbole {p}, ce qui permet aux utilisateurs de les reconnaître et de les sélectionner rapidement pour leurs projets.</li>\n  <li><strong>Filtrage amélioré de la bibliothèque</strong>: Le filtre de la fenêtre de proposition de Connection Library permet aux utilisateurs de trouver efficacement des modèles paramétriques parmi l'offre étendue de la bibliothèque.</li>\n  <li><strong>Contrôle de la publication</strong>: Lorsqu'un assemblage contient des paramètres, les concepteurs ont la possibilité de publier ces modèles paramétriques dans Connection Library. Cette fonctionnalité permet de partager des modèles personnalisés avec l'ensemble de la communauté des utilisateurs ou de les garder confidentiels pour un usage individuel ou interne.</li>\n</ul>\n<h2>Impact sur le flux de travail</h2>\n<p>L'inclusion de modèles paramétriques dans Connection Library représente une avancée significative dans le processus de conception pour les concepteurs d'assemblage. Cette fonctionnalité simplifie le processus de conception en fournissant :</p>\n<ul>\n  <li><strong>Efficacité</strong>: L'utilisation de modèles accélère la phase de conception, ce qui permet des itérations et des modifications plus rapides.</li>\n  <li><strong>Cohérence</strong>: Les modèles paramétriques garantissent la cohérence de la conception d'un projet à l'autre, ce qui est essentiel pour maintenir les normes et la qualité.</li>\n  <li><strong>Collaboration</strong>: La possibilité de partager des modèles personnalisés améliore la collaboration entre les équipes et avec l'ensemble de la communauté des concepteurs.</li>\n  <li><strong>Personnalisation</strong>: Les concepteurs peuvent adapter les modèles aux exigences spécifiques d'un projet, ce qui améliore la précision et l'efficacité de la conception.</li>\n</ul>\n<p><em>Disponible dans le </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>patch 23.1.5 d'IDEA StatiCa</em></a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n698fc8a8_25b1_016d_9bfc_52f86a474d95\"></object>\n<h2>Jeux de contrôle par défaut dans les opérations</h2>\n<p>La conception d'un assemblage par paramètres consiste à définir des paramètres uniques spécifiques à chaque type d'assemblage d'une part. D'autre part, il y a des paramètres qui sont utilisés presque toujours en raison des pratiques d'ingénierie courantes, telles qu'un ensemble de soudures, de fixations et de matériaux.</p>\n<p>Pour simplifier la création de modèles paramétriques et accéder à ces paramètres à tout moment, nous incluons ces contrôles en tant qu'ensembles par défaut dans la racine de l'opération.</p>\n<p>Lorsque vous sélectionnez Opérations, les paramètres suivants sont disponibles par défaut :</p>\n<ul>\n  <li>Réglage de la soudure : <strong>Méthode de dimensionnement</strong> et <strong>matériau de</strong> la soudure (24.0.5)</li>\n  <li>Paramètres du boulon : <strong>Type</strong>, <strong>plan de cisaillement dans le filetage</strong> et <strong>transfert de l'effort de cisaillement</strong> (24.1.0)</li>\n  <li>Paramétrage&nbsp;des platines: <strong>Matériau </strong>(24.1.0)</li>\n</ul>\n<figure data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23570977-6342-4a3e-adc8-2563c3e0028f/common%20properties%201.png\" data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" alt=\"\"></figure>\n<p>Ces commandes définissent la propriété spécifique pour l'ensemble du modèle d'assemblage à toutes les opérations et sont affichées dans la racine des opérations par défaut. Ils ne modifient pas les propriétés des éléments de structure, mais uniquement les opérations de fabrication.</p>\n<p>Si l'une des propriétés liées au contrôle <strong>est utilisée dans un paramètre</strong> du modèle paramétrique, le contrôle est automatiquement désactivé. Ce comportement permet d'éviter d'influencer la même propriété à partir de deux endroits et, par conséquent, de gâcher les détails de l'assemblage par des boucles dans les paramètres.</p>\n<p>En outre, ces contrôles sont également affichés sans modèle paramétrique, ce qui permet d'effectuer des modifications rapides et d'unifier les propriétés de n'importe quel modèle d'assemblage.</p>\n<h2>Quels sont les avantages ?</h2>\n<ul>\n  <li>Pour l'<strong>utilisateur du modèle paramétrique</strong> (par exemple, l'utilisateur junior), toutes les opérations sont désactivées (en lecture seule). Cependant, la <strong>modification du matériau, de la classe de boulons ou du matériau de la platine</strong> reste une action couramment attendue. Toutefois, si un seul paramètre manque dans le modèle paramétrique, celui-ci devient inutilisable. Les propriétés communes telles que les soudures, les boulons et les matériaux peuvent désormais être contrôlées dans chaque modèle paramétrique à l'aide des commandes par défaut affichées sous les paramètres.</li>\n  <li>L'ajout de ces contrôles <strong>simplifie le travail du créateur du modèle</strong> (par exemple, l'utilisateur principal) <strong>lors de la préparation des modèles paramétriques</strong>. Désormais, il n'est plus nécessaire de créer manuellement des paramètres spéciaux pour modifier des propriétés communes telles que les soudures, les boulons et les matériaux.</li>\n  <li>Parfois, vous souhaitez <strong>unifier les nuances de boulons ou de platines et les matériaux de soudure</strong> dans l'ensemble du détail de l'assemblage, même si le <strong>modèle paramétrique n'est pas utilisé</strong>. Cela peut être facilement réalisé soit en multi-sélectionnant dans l'arbre et en éditant des opérations du même type (néanmoins, dans ce cas, cela doit être fait plusieurs fois pour chaque groupe d'opérations séparément), soit il est maintenant possible de <strong>modifier la propriété demandée</strong> ou de vérifier si la même propriété est utilisée <strong>en un seul clic</strong>.</li>\n</ul>\n<figure data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/937c9874-ecb7-4e00-ba25-790f70433722/common%20properties%202.png\" data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n894962c2_9e8f_01ba_11c7_5f16f7e8d9c6\"></object>\n<h2>Améliorations de l'ensemble prédéfini</h2>\n<p>Plusieurs améliorations ont été apportées aux <strong>modèles paramétriques créés par l'assistant</strong> afin d'améliorer la convivialité, la clarté et la cohérence du modèle.</p>\n<ul>\n  <li>Les messages de validation ont été affinés, seuls les messages fonctionnels et pertinents sont désormais affichés, tels que le type d'élément incorrect, la compatibilité de section transversale ou les problèmes de définition de la charge.</li>\n  <li>Les textes des messages ont également été réécrits pour une meilleure lisibilité et une plus grande précision technique.</li>\n</ul>\n<figure data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae6b21b1-c930-4ad9-859f-f1753f5d321a/25-1%20predefined%20set%202.png\" data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" alt=\"\"></figure>\n<ul>\n  <li>Les modèles conservent désormais correctement les <strong>données de section transversale</strong> pour les cornières et les éléments de raidissement, ce qui garantit une génération précise de la géométrie.</li>\n  <li>Les <strong>sections transversales personnalisées (CCS) stockées dans MPRL</strong> sont incluses dans les modèles et automatiquement appliquées aux nouveaux modèles.</li>\n  <li>Une nouvelle <strong>méthode d'opération Workplane, Intersection</strong>, permet d'utiliser les modèles pour les éléments se terminant dans les directions X+ et X- dans Checkbot, avec un décalage réglable et un positionnement sur le bord proche ou éloigné de l'élément concerné.</li>\n</ul>\n<figure data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c417587-c02f-4a0b-933f-9a3c4071f6ac/25-1%20predefined%20set%203.png\" data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" alt=\"\"></figure>\n<p>Grâce à cette nouvelle fonction, les modèles&nbsp;sont applicables aux toutes les deux extrémités dans Checkbot.</p>\n<figure data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3991f2a-98fe-4c99-a1b7-a6875607d42d/25-1%20predefined%20set%204.png\" data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" alt=\"\"></figure>\n<p>Les modèles&nbsp;paramétriques peuvent également être <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combinés entre eux ou avec des opérations de fabrication standard</a>.</p>\n<p><em>Disponible dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                            "value": "<p>In IDEA StatiCa, there are three possible areas to work with parametric design effectively.</p>\n<h2>Parameters in IDEA StatiCa Connection</h2>\n<p>The first usage of parametric design is the simplest. Each element, like a member, plate, bolt, or weld, can be defined by its shape, position, and material.&nbsp;</p>\n<p>For this purpose, you'll need to enable the <strong>Developer mode</strong> in Project / Preferences / Advanced Settings.&nbsp;</p>\n<figure data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/859245fb-d6ee-4d79-ad1f-2228306e1088/parameters.png\" data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" alt=\"\"></figure>\n<p>In the tab <strong>Parameters</strong>, you can add Numbers (decimal sign is dot), Text (please use simple quotes), and even Equation.&nbsp;</p>\n<p>To link this parameter to the items defined by the Operations, just click on the <strong>Link</strong> icon.&nbsp;</p>\n<figure data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7c719-63a1-4bfe-bf4f-5eb9605165d3/link-par.png\" data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" alt=\"\"></figure>\n<p>The button <strong>Set to model</strong> allows you to overwrite initial values to the Parameter values.</p>\n<p>To get acquainted with all possibilities about the parameters, please look at the <a href=\"https://github.com/idea-statica/ideastatica-public/wiki/Reference-Guide-Expression-Parameters\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Reference guide</a>.</p>\n<p>More about this theme can be found also in the articles <a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a> and <a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a>.</p>\n<h2>Plugin for Rhino/Grasshopper</h2>\n<p>Grasshopper3d is a visual programming package attached to the powerful modeling CAD software&nbsp;<a href=\"https://www.rhino3d.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Rhino3d</a>.</p>\n<p>Combining Grasshopper with IDEA StatiCa's Open Model and APIs creates an extremely powerful platform for the parametric definition of complex connection geometry plus the automation and optimization of connections.</p>\n<figure data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a070a736-1da4-4e4f-a22f-baaad9dc2506/GH.png\" data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" alt=\"\"></figure>\n<p>The plugin can be used in several ways:</p>\n<ul>\n  <li>it enables the creation of complex joints, even without an IDEA Connection license</li>\n  <li>import of a structure (SAF model, IOM model) and a bulk calculation of specified joints</li>\n  <li>optimizing joints in terms of shape, material, etc., using parameters &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</li>\n</ul>\n<p>For more, please visit <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino to IDEA StatiCa workflow</a>.</p>\n<h2>Design API's</h2>\n<p>IDEA StatiCa provides several general API's for the different apps and services that we provide. This is an excellent place to start if you are a computational designer or software developer looking to perform automated structural design and optimization tasks. Design API's are targeted toward both Python and C#/.Net users.&nbsp;</p>\n<figure data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b0fff41-e68a-482a-a613-5f638d9e46c4/api.png\" data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" alt=\"\"></figure>\n<p><a href=\"https://developer.ideastatica.com/docs/api/api_overview.html\">You can start here</a> or visit the <a href=\"https://github.com/idea-statica\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa GitHub</a>. &nbsp;&nbsp;</p>"
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                                                                            "value": "<p>Beaucoup de nœuds d'une structure réelle ne peuvent pas être couverts individuellement par un type d'assemblage standard. Les concepteurs divisent ces nœuds&nbsp;en assemblages distincts et les vérifient à l'aide d'outils simples ou de feuilles de calcul Excel sans tenir compte de leur interaction, ce qui peut entraîner des erreurs de conception.</p>\n<h3>Les modèles paramétriques peuvent être combinés avec d'autres opérations</h3>\n<p>Lors de l'utilisation d'un modèle paramétrique, il est toujours possible d'ajouter de nouvelles opérations. Il est donc possible d'ajouter une seule&nbsp;opération unique à un modèle paramétrique existant.</p>\n<p>De cette manière, il est facile d'ajouter, par exemple, plus de raidisseurs au modèle choisi.</p>\n<figure data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7898ecd8-9db8-455e-8747-f1724f0eaeac/Combination%20of%20parametric%20template%20and%20unrelated%20operations%201.png\" data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" alt=\"\"></figure>\n<p>Un autre exemple peut être un joint composé de différents assemblages - certains éléments ne sont pas pris en compte dans le modèle choisi.</p>\n<figure data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad580407-b098-495d-8783-6fda3a80577a/Combination%20of%20parametric%20template%20and%20unrelated%20operations%202.png\" data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" alt=\"\"></figure>\n<p>La connexion de cet élément supplémentaire avec une opération standard est facile à réaliser.</p>\n<figure data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baee32da-a7c8-4884-b460-cff867b1c5a4/Combination%20of%20parametric%20template%20and%20unrelated%20operations%203.png\" data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n429cfc7e_7ebf_0119_b91d_f4cc9164e2bf\"></object>\n<h2>Combinez plusieurs modèles paramétriques dans un seul modèle</h2>\n<p>Pour connecter plusieurs éléments dans un nœud, vous pouvez appliquer plusieurs modèles paramétriques. Créez vos assemblages standards en tant que modèle paramétrique, puis combinez-les efficacement pour obtenir la conception d'assemblage souhaitée pour l'ensemble de la structure.</p>\n<figure data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d59211a9-a119-42c4-a207-c0aa1509eca3/Multiple%20templates%201.png\" data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" alt=\"\"></figure>\n<p>Chaque modèle appliqué est désormais représenté par un <strong>entête de modèle</strong> distinct (Modèle 1, Modèle 2, etc.) dans l'arbre des opérations. La sélection d'un modèle affiche ses paramètres et contrôles spécifiques, ce qui permet aux utilisateurs de modifier les propriétés locales, telles que la disposition des boulons, les matériaux ou l'épaisseur de platine, indépendamment pour chaque modèle.</p>\n<figure data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3c987a69-d44b-4644-a40c-c807fb119c4f/Multiple%20templates%202.png\" data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" alt=\"\"></figure>\n<p>Les propriétés globales restent accessibles sous l'<strong>entête&nbsp;Opérations</strong>, ce qui permet à l'utilisateur d'appliquer des paramètres de matériau ou de la norme communs à l'ensemble de l'assemblage. La nouvelle structure soutient les conceptions à modèles mixtes où les modèles individuels conservent leur flexibilité paramétrique.</p>\n<figure data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d456161d-b705-4d74-b992-279c974a7b00/Multiple%20templates%203.png\" data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" alt=\"\"></figure>\n<p><em>Mise à jour dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n  <li>Members</li>\n  <li>Supports</li>\n  <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n  <li>Whole surface</li>\n  <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff.&nbsp;</p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only.&nbsp;</p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p>&nbsp;The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses.&nbsp;</p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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                                    "value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n  <li><strong>by friction</strong></li>\n  <li><strong>by anchors</strong></li>\n  <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n  <li>Cast-in-place&nbsp;</li>\n  <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value.&nbsp;</p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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                                    "value": "<h2>Chargement</h2>\n<p>Les cas de charge peuvent être définis de la même manière que pour les éléments 2D en béton armé. Cela signifie que chaque cas de charge peut se voir attribuer un type de charge permanent ou variable. Les cas de charge permanente sont d'abord appliqués au modèle et, après un calcul réussi, les cas de charge variable sont appliqués.</p>\n<p><strong>Type d'impulsions de charge</strong></p>\n<p>Un total de 4 types d'impulsions de charge peut être ajouté à chaque cas de charge.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>La définition des <strong>charges surfacique</strong> est identique à celle de l'appui superficiel. Cela signifie qu'il est possible de les spécifier de deux manières : Surface entière et Polyligne. Dans le cas des charges surfaciques, l'intensité de la charge est bien sûr saisie dans les trois directions générales.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p>Le <strong>groupe des efforts </strong>est une entité de charge qui vous permet de spécifier des efforts dans trois directions n'importe où sur le modèle à l'aide d'un tableau. Il peut être référencé au pied de poteau ou à la surface d'un bloc de béton. Pour l'entrée des tableaux, il est à nouveau possible d'utiliser la fonctionnalité&nbsp;copier-coller de la feuille de calcul.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p>Le <strong>poids propre</strong> devrait être inclus dans chaque modèle. Par exemple, les fondements&nbsp;en béton chargés d'un moment de flexion ne se renverseront pas aussi facilement.</p>\n<p>Les <strong>charges ponctuelles</strong> peuvent être chargées directement sur le pied de poteau avec six efforts internes Fx, Fy, Fz, Mx, My et Mz dans la position générale.</p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4b4b74a7_d6f3_01f8_de25_75d53edc068e\"></object>\n<p>Lors de l'utilisation d'un pied de poteau, l'application de cet effort directement sur un pied de poteau réaliste et déformable peut entraîner une redistribution irréaliste des contraintes sur le pied, les tiges et le béton. Il est donc plus approprié d'utiliser la deuxième option - le tronçon.</p>\n<p><strong>Le tronçon</strong></p>\n<p>Le tronçon est représenté par une partie courte&nbsp;du poteau au-dessus du pied de poteau qui est modélisé comme une <strong>structure d'éléments de coque</strong> et se comporte comme une interface physiquement précise entre les efforts internes et le pied. Une base de données de sections standard est utilisée.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>L'<strong>ensemble des efforts internes à 6 composantes</strong> (efforts et moments) est appliqué en <strong>un seul point</strong> sur la <strong>face inférieure du tronçon </strong>- c'est-à-dire la base de poteau.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Les contraintes <strong>transfèrent les efforts </strong>à la <strong>face supérieure du tronçon</strong>, d'où elles sont naturellement <strong>redistribuées à travers le tronçon&nbsp;</strong>dans le pied de poteau, les tiges et le béton.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>Cette approche préserve l'interaction réaliste de la rigidité entre le poteau et le pied et élimine la nécessité d'une redistribution manuelle ou d'hypothèses artificielles.</p>\n<p><em>Le tronçon&nbsp;a été publié dans la </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>version 25.1 d'IDEA StatiCa</em></a><em>.</em></p>\n<h3>Combinaisons</h3>\n<p>Puisque l'analyse dans IDEA StatiCa Detail est non linéaire, des combinaisons soi-disant non linéaires sont utilisées. Cela signifie que les cas de charge individuels ne sont pas calculés et que les résultats ne sont pas additionnés. Au contraire, les cas de charge du même type de charge sont additionnés avant le calcul, bien sûr avec les coefficients respectifs définis dans les combinaisons, et les combinaisons individuelles sont ensuite calculées. 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                                    "value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n  <li>By two points</li>\n  <li>On surface edge</li>\n  <li>On surface edge on more edges</li>\n  <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. In this case, a 3D scene with the reinforcement displayed is additionally available for better orientation, allowing rotations around two axes.</p>\n<figure data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff3a99a5-1dff-4519-9ab7-13c4571673f2/3D%20Detail%20in%2024.1_22.png\" data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" alt=\"\"></figure>"
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                                    "value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check&nbsp;</h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                            "value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated.&nbsp;</p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot.&nbsp;</p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n  <li>International design standard (code)&nbsp;</li>\n  <li>Profile type and material&nbsp;</li>\n  <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n  <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n  <li>Only connections with 1 member (simple footings)\n    <ul>\n      <li>Only steel-to-concrete anchoring</li>\n      <li>No complex design (footing with braces)</li>\n    </ul>\n  </li>\n  <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                    "value": "<p>See the following article for a detailed description of all options and their input:&nbsp;</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn24_1__3d_detail_in_24_1_load_transferring_device\"></object>\n<h3>Known limitations&nbsp;</h3>\n<p>Since Detail is just a tool and cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the following limitations, which must be taken into account:</p>\n<ul>\n  <li>In Detail, the anchors are only checked for tensile strength. It is necessary to <strong>use Connection for shear and interaction checks</strong>.</li>\n  <li>Only models <strong>anchored via the base plate</strong> and <strong>only Direct contact </strong>can be imported to Detail (from Connection).&nbsp;</li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article: <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known limitations for 3D Detail</a></p>\n<p>Released in IDEA StatiCa version 24.1</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                    "value": "<p>La possibilité de relier les applications IDEA StatiCa à des dizaines d’outils différents entraîne la nécessité de créer des approches différentes pour des fournisseurs spécifiques. Le transfert de données par lien BIM est raffiné et rationalisé pour rendre les processus aussi fluides et rapides que possible.</p>\n<p>Grâce à cela, le temps nécessaire pour obtenir les données de différentes sources est court. Voici quelques comparaisons pour différentes métriques.</p>\n<h4>Importations plus rapides pour un assemblage unique par liens MEF</h4>\n<p>Nous avons amélioré les processus lors de l’importation d’un assemblage et élément unique des logiciels MEF en réduisant les appels d’API inutiles que nous utilisons lors de l’importation. Il en résulte le temps d’importation nettement plus rapide pour des liens BIM spécifiques.</p>\n<figure data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ce20acd2-4bcd-4324-90c6-0db8cdc69bf9/Comparison%20table_1.png\" data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" alt=\"\"></figure>\n<h4>Ouverture plus rapide des projets existants</h4>\n<p>De plus, les temps d’ouverture des projets déjà existants de Checkbot ont été améliorés d’environ 50 % par rapport à la version 23.1.5.</p>\n<figure data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b781cf9b-5ca7-4cee-a240-a5b4e842c389/Comparison%20table_2.png\" data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" alt=\"\"></figure>\n<p>Publié dans la version 24.0 de IDEA StatiCa.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                                            "value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring&nbsp;–&nbsp;can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve.&nbsp;</p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n  <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own&nbsp;–&nbsp;see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases&nbsp;–&nbsp;<strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n  <li><strong>Multiple anchoring close together</strong>&nbsp;–&nbsp;The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n  <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong>&nbsp;–&nbsp;A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n  <li><strong>Consideration of existing reinforcement in renovations</strong>&nbsp;–&nbsp;Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included.&nbsp;</li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes&nbsp;–&nbsp;</em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution&nbsp;</h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures.&nbsp;</p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n  <li><strong>IDEA StatiCa Connection</strong>&nbsp;–&nbsp;focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n  <li><strong>IDEA StatiCa Detail</strong>&nbsp;–&nbsp;The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress.&nbsp;</li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads.&nbsp;</p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>.&nbsp;</p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before&nbsp;–&nbsp;so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. 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                                            "value": "<p>Qu'il s'agisse d'un espace limité pour l'<a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">ancrage</a>, une disposition architecturale non conventionnelle, un ancrage près du bord, nécessité de fixer l'acier à des formes de béton irrégulières ou demande du chantier de concevoir des platines encastrées, ces cas particuliers exigent plus que des solutions typiques. C'est exactement là que commence le véritable défi de conception.</p>\n<h3>Comment les ingénieurs en structure font-ils face à ces situations ?</h3>\n<p>Cela commence par des hypothèses et beaucoup de travail manuel et calculs. Des heures sont consacrées à l'itération des conceptions et à la vérification selon les normes. Le plus souvent, les conceptions analysées conduisent à des semelles et platines inutilement surdimensionnées en raison de ruptures de béton :</p>\n<ul>\n  <li>Rupture de bord de béton</li>\n  <li>Rupture de cône de béton</li>\n  <li>Combinaison de ruptures</li>\n</ul>\n<figure data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f2b12c1-2437-49b8-b96b-16bfb6c0687c/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" alt=\"\"></figure>\n<p>Prenons l'exemple de l'ancrage près du bord. Sans ferraillage, il est presque impossible de réussir la vérification pour la rupture de bord ou de cône de béton. Lorsque les tiges sont proches les uns des autres, vous avez soudain affaire à des cônes en interaction, ce que la plupart des normes conseillent d'éviter complètement. Mais que faire lorsque votre disposition simplement ne peut pas respecter l'espacement recommandé ?</p>\n<p>Il <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">faut envisager un ferraillage</a> supplémentaire. <em>Eurocode 1992-4 - Conception des structures en béton - Partie 4&nbsp;: Conception des moyens d'assemblage dans le béton </em>recommande d'établir une analogie des fermes appropriée.</p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>Mais que se passe-t-il si une forme atypique de bloc de béton met des bâtons dans les roues ?</p>\n<h3>Relever les défis de l'ancrage pour des géométries de bloc de béton non standard</h3>\n<p>En particulier lorsqu'il s'agit de géométries irrégulières ou dispositions uniques qui vont au-delà des cas standard, le processus ne prend pas seulement du temps, mais laisse aussi trop de place à l'incertitude. Dans de tels cas, les formes générales peuvent être imprévisibles et il est donc essentiel d'examiner attentivement les distances aux bords de tous les côtés. La profondeur d'encastrement peut varier en raison des différences d'épaisseur des blocs ou de positionnement des tiges et les tiges elles-mêmes peuvent ne pas se trouver dans le même plan.</p>\n<p>Dans la <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">dernière version de IDEA StatiCa</a>, nous avons ajouté de nouvelles fonctionnalités puissantes pour vous aider à concevoir et vérifier l'ancrage dans des conditions réelles qui ne suivent pas le manuel.</p>\n<p>Vous pouvez maintenant <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">concevoir et vérifier presque toutes les formes de bloc de béton</a> pour l'ancrage. Qu'il s'agisse d'un piédestal, blocs d'ancrage non rectangulaires, extensions de fondations en bandes, n'importe quelle forme de voile ou une géométrie personnalisée exigée par les architectes.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Conception de platines encastrées tenant compte de ferraillage</h3>\n<p>Dans le secteur de la construction, il est courant de rencontrer des structures d'appui qui intègrent à la fois des éléments en acier et en béton. Les éléments en béton jouent souvent un rôle clé en assurant la stabilité latérale de l'ossature en acier. Ces éléments sont généralement reliés par des <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">platines encastrées</a>. Les platines encastrées offrent un ancrage fiable et peuvent être fabriquées de manière à minimiser les travaux de forage sur le chantier. Les platines affleurent la surface du béton, ce qui permet des assemblages propres et de niveau. Les platines encastrées sont particulièrement appréciées dans des applications telles que les systèmes d'appui de façade, assemblages des cadres en acier dans les bâtiments hybrides béton-acier, appuis de rail de guidage d'ascenseur, ancrage d'équipements mécaniques, appuis de pont et assemblages de panneaux en béton préfabriqué.</p>\n<p>Mais même si les applications sont nombreuses, la conception peut devenir beaucoup plus complexe. Le ferraillage dans le béton résiste aux efforts axiaux, soudé à la platine d'acier pour transférer la charge par adhérence avec le béton. Les goujons de cisaillement, tiges ou bêches résistent aux efforts de cisaillement.</p>\n<p>La résistance de conception des éléments ancrés dépend fortement de la position du ferraillage de béton, en particulier si la platine encastrée est positionnée près du bord (systèmes d'appui de façade).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (avec CSFM 3D) prend automatiquement en compte le ferraillage à proximité d'une platine encastrée, ce qui peut augmenter la capacité de charge de manière significative. Cette solution vous permet de créer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU).</p>\n<h3>Élevez la conception d'ancrage</h3>\n<p>IDEA StatiCa fournit aux ingénieurs une solution complète pour la conception et vérification des ancrages. Les ingénieurs ne sont plus limités par les exemples simplifiés et conservateurs correspondant aux normes de conception qui conduisent à surdimensionner les pieds de poteau et tiges. En prenant en compte le ferraillage dans le bloc de béton, les ingénieurs peuvent créer des conceptions sûres, précises et rentables.</p>\n<p>Il est temps d'aller au-delà des manuels et de concevoir des systèmes d'ancrage qui reflètent réellement la complexité et les exigences des applications structurales modernes.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"eb7496ad_1fb3_0113_a5fa_a591eefff409\"></object>"
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                            "value": "<h2>1. Pourquoi le calcul a-t-il été arrêté prématurément ?</h2>\n<p>Le modèle CSFM 3D est conçu pour garantir des simulations précises et fiables. C’est pourquoi il intègre des critères d'arrêt rigoureux. Pour en savoir plus, consultez notre <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&amp;type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">algorithme de contrôle pour 3D CSFM</a> dans le cadre théorique.</p>\n<p><strong>Option \"Stop at Limit Strain\" activée par défaut</strong><br>\nCette fonctionnalité cruciale interrompt le calcul dès que certains critères de déformation (UGT) sont dépassés. Nous vérifions l'épuisement pour le béton, l'armature et l'ancrage :</p>\n<ul>\n  <li><strong>Béton</strong> : Une déformation maximale de 5 % en compression et de 7 % en traction est appliquée pour garantir la convergence des calculs.</li>\n  <li><strong>Armatures</strong> : La déformation plastique est limitée à 5 % pour assurer la sécurité et la performance.</li>\n  <li><strong>Ancrages</strong> : L'évaluation se base sur les valeurs limites de glissement, plutôt que sur les contraintes d'adhérence, afin d’optimiser la stabilité.</li>\n</ul>\n<p><strong>Causes d'une non-convergence</strong></p>\n<p>Lorsque le calcul ne converge pas, plusieurs facteurs peuvent être en jeu. La cause la plus fréquente est l'absence d'armature adéquate. D'autres facteurs peuvent inclure un modèle mal supporté, entraînant de grandes déformations, ou une conception surchargée pour les forces spécifiées.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. Quel soutien dois-je appliquer dans le détail ?</h2>\n<p>Dans l'application <strong>3D Detail</strong>, vous pouvez appliquer des appuis surfaciques avec une rigidité dans toutes les directions. Par défaut, ces supports offrent une rigidité en compression uniquement (Compression-Only), mais il est possible de sélectionner une option qui inclut également la rigidité en traction. Voici deux approches clés à considérer :</p>\n<ul>\n  <li><strong>Fondations reposant sur le sol</strong><br>\nUtilisez un appui qui offre une rigidité en compression uniquement. <strong>Attention</strong> : veillez à ajouter manuellement le poids propre comme cas de charge, car cela n'est pas fait automatiquement. Ce poids propre est essentiel pour prévenir le renversement du bloc de béton.</li>\n  <li><strong>Sous-modèles d'éléments en béton plus grands</strong><br>\nOptez pour un support capable de fonctionner à la fois en compression et en traction. Dans ce cas, il est crucial d'appliquer une armature qui traverse la surface. Cela permet de dissiper toute contrainte de traction par l'armature. Sans cela, des tensions de traction élevées peuvent rapidement apparaître dans le béton, dépassant ainsi le critère d'arrêt de 7 %.</li>\n</ul>\n<p>Pour des informations détaillées sur les fonctionnalités de <strong>Detail 3D</strong>, consultez notre section sur les <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Fonctionnalités complètes de Detail 3D.</a></p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Pourquoi est-il si important de respecter les règles d'exécution ?</h2>\n<p>La conformité aux règles de détail de la norme est essentielle pour garantir la sécurité et la performance des structures en béton. L'armature doit inclure des éléments supplémentaires pour le transfert des forces de traction et transversales, conformément à l'<strong>EN 1992-4</strong>. Cette application assure un transfert de forces efficace : la compression est absorbée par le béton, tandis que la tension est gérée par l'armature. Étant donné que le béton n’a pas de résistance à la traction, un renforcement adéquat est crucial.</p>\n<p><strong>À noter</strong> : Ces règles de détail ne sont pas automatisées. Il incombe à l'utilisateur d'ajouter manuellement les armatures appropriées. L'ingénieur structurel est donc responsable de garantir que l'armature est correcte et conforme aux normes du bloc de béton.</p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. Comment modéliser correctement le transfert des forces transversales ?</h2>\n<p>Le transfert des efforts de cisaillement peut se faire par frottement, ancrages ou falaise de cisaillement, mais il est crucial de choisir une seule méthode à la fois.</p>\n<p><strong>Utilisation du frottement :</strong><br>\nPour garantir une modélisation efficace, assurez-vous que la séquence des cas de charge est correcte : commencez par appliquer la pression (permanente), suivie du cisaillement (variable). Une séquence incorrecte pourrait entraîner un phénomène où la semelle \"s’envole\".</p>\n<p>Avec une séquence de charge correcte et un coefficient de frottement fixé à <strong>0,25</strong>, vous pouvez transmettre 25 % de la force de compression en tant que force de cisaillement. Les taquets de cisaillement transmettent entièrement la force transversale, mais il est important de noter qu'ils ne sont pas contrôlés dans <strong>IDEA StatiCa Detail</strong>. Vérifiez d'abord les chapes dans <strong>IDEA StatiCa Connection</strong> avant de les importer dans Detail.</p>\n<p><strong>Pour les ancrages :</strong><br>\nL'utilisateur peut identifier quels ancrages sont efficaces pour le cisaillement. Cependant, ils ne sont pas vérifiés pour le cisaillement dans Detail. Assurez-vous de vérifier leur capacité dans Connection avant de procéder à leur simulation dans Detail.</p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. À quoi dois-je faire attention lors de l'exportation de Connection vers Detail ?</h2>\n<p>Lors de l'exportation, il est crucial de vérifier comment les forces sont appliquées. Les forces peuvent être appliquées soit directement aux ancrages, soit aux semelles. Étant donné que les ancrages et les semelles sont modélisés comme des éléments distincts, le transfert des forces entre eux doit être déclenché manuellement par le biais de contraintes.</p>\n<ul>\n  <li><strong>Exportation du modèle d'ancrage depuis IDEA StatiCa Connection</strong><br>\nLorsque vous exportez le modèle d'ancrage (voir par exemple le lien <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM Connection to Detail - Ancrage à charge excentrée</a>), le transfert de la force axiale entre les ancres et la semelle est désactivé. Cela permet d'éviter toute pression supplémentaire non désirée sur la semelle. Les forces axiales sont découplées et se trouvent déjà directement dans les ancrages, tandis que les forces de cisaillement sont transmises via la semelle. Ainsi, la case pour le transfert des forces axiales est désactivée et celle pour le transfert des forces de cisaillement est activée dans l'image ci-dessous lors de l'exportation du modèle à partir de Connection.</li>\n  <li><strong>Lorsque vous n'exportez pas le modèle de Connection</strong><br>\nDans ce cas, la charge est placée directement sur la semelle, et vous avez la possibilité d'activer le transfert des forces axiales et de cisaillement entre la semelle et les ancrages.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. Quelle rigidité de la semelle doit être définie ?</h2>\n<p>La définition de la rigidité correcte de la semelle est cruciale pour obtenir des résultats fiables. La figure ci-dessous compare trois modèles différents :</p>\n<ul>\n  <li><strong>Semelle souple exportée de Connection</strong></li>\n  <li><strong>Semelle souple modélisée directement dans Detail 3D avec une charge appliquée sur un seul point</strong></li>\n  <li><strong>Semelle rigide avec une épaisseur accrue, également chargée sur un seul point</strong></li>\n</ul>\n<p>Les résultats de l'analyse ont révélé que les plaques flexibles modélisées directement dans Detail 3D produisaient des distributions de contraintes imprécises et des effets d'arrachement artificiels. En revanche, la plaque rigide a éliminé ces problèmes, offrant des résultats cohérents avec ceux obtenus par l'exportation de la connexion.</p>\n<p>Il est intéressant de noter que les forces d'ancrage étaient similaires dans le premier et le troisième modèle, tandis que le second modèle (plaque flexible dans Detail 3D) a surestimé les forces d'ancrage de plus de <strong>30 %</strong>, ce qui en fait une approximation inexacte.</p>\n<p><strong>Conclusion :</strong> Pour optimiser l'interaction entre la semelle et le béton, il est recommandé d'utiliser une semelle rigide lorsque vous ne l'exportez pas depuis Connection et que vous appliquez une charge en un seul point. Cela garantit que les résultats reflètent le plus fidèlement possible la réalité.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<h2>7. Qu'en est-il de la contrainte de contact ?</h2>\n<p>Dans Connection, il est possible d'établir un contact entre deux plaques et d'afficher la tension de contact. Cependant, l'exportation de l'ancrage de Connection vers Detail ne permet pas d'importer cette tension de contact, ce qui constitue une limitation (voir <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limitation connue pour Detail 3D</a>). La conséquence de l'absence d'effets causés par la tension de contact est que les forces importées ne sont pas équilibrées sur la semelle et que le calcul n'a pas pu être effectué en raison de l'énorme déformation de la plaque d'acier et de la déviation du modèle.</p>\n<p>Comment résoudre ce problème ?</p>\n<ul>\n  <li>méthode 1 - ne pas utiliser le contact dans le modèle de connexion (le contact est justifiable dans un nombre limité de cas)</li>\n  <li>solution 2 - modéliser l'ancrage directement dans l'application Detail avec la plaque de base rigide (voir question 6).</li>\n</ul>\n<figure data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cfe0c5cc-be52-456d-b534-4a407f3b417b/fig_7.png\" data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" alt=\"\"></figure>\n<h2>8.Pourquoi la tension d'attache dépasse-t-elle 99,9 % si rapidement ?</h2>\n<p>Dans de nombreux modèles, la tension d'attache dans l'ancrage dépasse rapidement <strong>99,9 %</strong> d'utilisation, même pour des niveaux de charge très faibles. Ce phénomène s'explique par le comportement observé dans le diagramme contrainte-déformation de la connexion entre l'ancrage/renforcement et le béton, comme illustré dans la figure ci-dessous.</p>\n<p>La liaison (Bond) atteint rapidement sa contrainte ultime, et toute charge supplémentaire entraîne une déformation plastique, souvent appelée <strong>glissement</strong>. Pour une compréhension plus précise, il est utile d'examiner les valeurs de <strong>Ftot / Flim</strong>.</p>\n<p>Pour en savoir plus sur la force d'adhérence ultime des ancrages adhésifs, consultez notre article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Force d'adhérence des ancrages dans Detail 3D.</a></p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. Comment dois-je gérer les paramètres de maillage ?</h2>\n<p>La qualité du maillage est essentielle pour les simulations 3D, en particulier pour les problèmes non linéaires, car elle influence directement le temps de calcul et la précision des résultats.</p>\n<p>Le facteur de multiplication du maillage peut varier de <strong>0,5 à 5</strong>, avec <strong>1</strong> comme valeur par défaut. Voici quelques points à considérer :</p>\n<ul>\n  <li><strong>Facteur de 5</strong> : Utiliser un facteur de 5 peut accélérer les simulations et aider à identifier des erreurs potentielles, mais cela peut également entraîner des résultats imprécis, avec des erreurs pouvant dépasser <strong>30 %</strong>.</li>\n  <li><strong>Facteur de 1 ou moins</strong> : Une fois le modèle vérifié, il est conseillé de revenir à un facteur de 1 ou moins pour obtenir des contraintes et des déformations précises, bien que cela augmente le temps d'analyse.</li>\n  <li><strong>Maillage grossier</strong> : Un facteur plus élevé est approprié pour la conception préliminaire, permettant une évaluation rapide des concepts.</li>\n  <li><strong>Maillage fin</strong> : Un facteur plus faible est recommandé pour la simulation finale, car il fournit des résultats plus précis, notamment autour des ancrages.</li>\n</ul>\n<p>En résumé, adaptez le maillage selon l'étape de votre projet pour équilibrer efficacité et précision.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h3>Est-il possible d'importer plusieurs ancrages ?</h3>\n<p>Oui, il est tout à fait possible d'importer plusieurs ancrages. Que se passe-t-il après l'exportation de ces ancrages multiples de la connexion vers Detail ?</p>\n<p>Lors de l'importation, plusieurs blocs de béton sont créés dans Detail, en fonction du nombre d'embases présentes dans la connexion, chaque embase ayant son propre élément en béton. Cependant, il existe une limitation importante : les blocs de béton multiples ne sont pas pris en charge dans Detail (voir <strong>Limitation connue pour Detail 3D</strong>).</p>\n<p>Pour contourner cette limitation, l'utilisateur doit supprimer tous les blocs sauf un et relier toutes les autres semelles à ce bloc unique. Cela permet d'obtenir une distribution correcte des forces d'ancrage et de soudure.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h3>Conclusion</h3>\n<p>Le <strong>CSFM 3D</strong> dans <strong>IDEA StatiCa Detail</strong> est un outil puissant pour modéliser le comportement non linéaire du béton et de l'armature, en conformité avec l'Eurocode et l'ACI. Il traite efficacement les interactions de liaison, les zones de traction et de compression, ainsi que les dispositions des armatures, fournissant des solutions robustes pour l'ancrage et le transfert de charge.</p>\n<p>Les critères intégrés garantissent que les calculs s'arrêtent lorsque les limites de déformation critiques sont atteintes, et une bonne présentation des armatures est essentielle pour obtenir des résultats réalistes. La qualité du maillage est également cruciale pour la précision des simulations : un maillage plus fin offre une plus grande précision, mais nécessite un temps d'analyse plus long.</p>\n<p>N’oubliez pas que le renforcement supplémentaire, le transfert des forces transversales et des paramètres d'exportation appropriés sont des éléments clés pour des conceptions précises conformes aux normes.</p>\n<p>Pour des informations plus détaillées, nous vous invitons à visionner le webinaire <strong>10 Most Frequently Asked Questions for 3D Anchoring</strong> (Les 10 questions les plus fréquemment posées sur l'ancrage 3D) ou le webinaire en néerlandais sur <strong>3D Detail : Calcul d'ancrage avec renforcement dans 3D Detail</strong>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4860c3a6_2b94_0133_4541_34794e486d10\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n60dba8f2_8efa_0131_1635_311f83f91b54\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ac3f7aa4_1402_0130_f1d3_e05e058cac3b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n86c0e5b8_96b6_011b_0da1_5fee3e625fef\"></object>"
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                    "value": "<h2>Introduction</h2>\n<p>The confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to lateral pressure (active) or confinement provided by surrounding materials (passive), such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.&nbsp;</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Active confinement is considered while designing, for example, partially loaded areas, concrete hinges, etc.</li>\n</ol>\n<p>In the following figure, you can notice how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c82248d-2921-4a12-8752-4ed3b69cb201/32.png\" data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Confinement effect and influence on the bearing capacity of structures}}}\\]</em></p>\n<p>Before we get into the example itself, let's recall how the concrete material is defined in the application.</p>\n<h2>Concrete material definition in IDEA StatiCa Detail</h2>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;<strong>Mohr-Coulomb&nbsp;plasticity theory</strong> for monotonic loading.</p>\n<p>In general, for a given angle of internal friction of the concrete, which is around&nbsp;<em>φ = 30°</em>, the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 2.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where&nbsp;<em>f</em><em><sub>c</sub></em>&nbsp;is concrete strength in compression,&nbsp;<em>f</em><em><sub>ct</sub></em>&nbsp;is concrete strength in tension,&nbsp;<em>φ</em>&nbsp;is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>,&nbsp;</em>σ<em><sub>c</sub></em><sub>3</sub>&nbsp;are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em>&nbsp;(see below), also increases.</p>\n<p>In 3D CSFM as implemented in IDEA StatiCa Detail, the angle of internal friction is considered as&nbsp;<em>φ = 0°,&nbsp;</em>as shown in Figure 3.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>&nbsp;is constant as σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent \"damaging\" uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>Comparing Figure 2, where the real angle of internal friction is used, and Figure 3, which shows the Mohr-Coulomb theory's implementation with a zero angle of internal friction, it can be seen that the approach chosen for the calculations in the Detail application is very conservative for the assessment of the triaxial stress state. Note that the model with zero friction angle resembles the Tresca model, with tension cut-off.</p>\n<p>Read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h2>Triaxial test&nbsp;– an active confinement example</h2>\n<p>In the example, we will simulate a triaxial test to explain how the triaxial pressure effect is implemented in 3D CSFM in IDEA StatiCa Detail. This will, therefore, be an example of <strong>active confinement</strong>. All calculations will be in characteristic values.</p>\n<p>The model is of the solid block type with plan dimensions 1.0 x 1.0 m and a height of 3.0 m made of C30/37 concrete supported by a rigid surface support in the Z direction. Only for the sake of the stability of the analysis model, the X and Y directions are also included on the surface support with a neglectable stiffness value. The load is applied in two steps. In the first step, a hydrostatic pressure (σ<em><sub>c,</sub></em><sub>1</sub> = σ<em><sub>c,</sub></em><sub>2</sub> = σ<em><sub>c,</sub></em><sub>3</sub>) of 20 MPa is applied to the model. This high value, relative to the concrete strength, was chosen mainly to demonstrate the stability of the computational model.</p>\n<figure data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7494607-2b43-4caa-a8e1-0f4288da7e11/Tri-axial%20test.png\" data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Triaxial test setup - model, load, and boundary conditions}}}\\]</em></p>\n<p>After calculating the model, we get the value σ<em><sub>c,eq</sub></em> = 0 MPa in the whole model. This corresponds to the previous definition of the implementation of the Mohr-Coulomb&nbsp;plasticity theory in Detail.</p>\n<figure data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb50b0f7-cced-42a8-ae95-53f49b768cdb/Eq%20stress%20step%201.png\" data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Equivalent Principal Stress - first calculation step}}}\\]</em></p>\n<p>In the second step, a surface load of 50 MPa is applied to the upper surface of the model. Note that this load is higher than the considered axial compressive strength of concrete of 30 MPa. The objective of the test is to demonstrate that no load greater than the compressive strength of the concrete will be applied in this step. The calculation should, therefore, stop so that the applied load equals the resulting value of σ<em><sub>c,eq</sub></em>.</p>\n<p>Let us now look at the results. As expected, the calculation was stopped because the plastic strain criteria in the concrete, which is 5%, were exceeded.</p>\n<figure data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0aeb3a83-a813-4b7e-ab8a-2c5be92749fe/Stop%20criterion%20after%202.%20step.png\" data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Calculation result after the second step}}}\\]</em></p>\n<p>If we go through the results, we find that they match the assumptions defined above. This shows that the concrete model in Detail works correctly in terms of active confinement.</p>\n<figure data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/399058ba-db6c-445e-8468-98eb0a4d4607/Load%20stress%20step%202.png\" data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad a) Applied load in step 2; b) Equivalent principal stress; c) Principal stresses σc,3 a σc,1}}}\\]</em></p>\n<p>The stress peaks that can be observed at the top and bottom surfaces are caused by the way of applying surface load and surface support to the edges of the mesh from tetrahedral elements with nodal rotations. And also the fact that the maximum nodal values from adjacent finite elements are always displayed in the Detail application. However, the subject of this article is not the specification of this method, so we will not pursue it further.</p>\n<h4>ABAQUS verification</h4>\n<p>In the next step, we will look at a comparison with models created in ABAQUS, where Mohr-Coulomb&nbsp;plasticity theory is also used to define concrete. We will compare the results from Detail with a real concrete model with an internal friction angle of 30°. Thus, we demonstrate the conservativeness of the approach in 3D CSFM.</p>\n<figure data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8d6859d-2d6f-4ac9-ab6c-1d1aa11c4d42/Tri-axial%20ABAQUS.png\" data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad ABAQUS model: a) Concrete mesh 2; b) Load definition; c) Principal stresses σc,3}}}\\]</em></p>\n<p>In ABAQUS, we created a model similar to the model in Detail. The definitions of material, boundary conditions, and loads are identical. On the other hand, the concrete mesh is simplified. The results for two calculations, one using <em>φ = 0°; c = 15 MPa and the second φ = 30°; c = 8.65 MPa</em>, are shown in the graph below as well as the comparison with other angles of internal friction <em>φ =&nbsp;</em>10°, 20°, 40°.</p>\n<figure data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d7b7d8b7-4c82-42de-bcb4-f3c0c8b93f48/Tri-axial%20ABAQUS%20comparison.png\" data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Comparison of 3D CSFM, an ABAQUS model with various angles of internal friction }}}\\]</em></p>\n<p>The graph shows the match between the 3D CSFM and ABAQUS models for <em>φ = 0°</em>. It is also clearly illustrated that the simplifications in the definition of the concrete material in 3D CSFM (the horizontal plastic branch of the stress-strain diagram and horizontal Mohr-Coulomb linear envelope), which lead to both better clarity and, more importantly, faster calculation, also lead, at least in terms of tri-axial stress, to conservative results.&nbsp;</p>\n<p>As a last point, it is worth mentioning that if we consider a hydrostatic stress higher than 20 MPa, the difference between models <em>φ = 0°</em> and other angles would be even greater.</p>\n<h2>Conclusion</h2>\n<p>It was shown and explained that the calculation in 3D CSFM is consistent with the assumptions reported in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>. This was verified by comparison with ABAQUS models and the conservatism of the 3D CSFM approach to the tri-axial stress phenomenon was demonstrated.</p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In this article, we present a unit test study aimed at verification 3D-CSFM of concrete anchor pull-out behavior through a direct comparison with experimental results<sup>[1]</sup>. The focus of our investigation lies in evaluating the predictive capabilities of numerical models in capturing the key aspects of anchor behavior, including failure modes, and ultimate capacity. Our study encompasses a diverse range of anchor diameters, from &nbsp;10mm up to 32mm reflecting the variability encountered in practical engineering scenarios. Allowing us to discern any diameter-dependent trends and assess the robustness of 3D-CSFM across different scales. It is noteworthy to mention that all simulations are conducted within 3D-CSFM, a method implemented in IDEA StatiCa Detail, utilizing default settings for all parameters.&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the 3D-CSFM's performance in modeling post-installed bonded anchors, we must consider two failure modes:<strong> pull-out</strong>, where the bond stress (τ<sub>b</sub>) is equal to design bond stress (τ<sub>bd</sub>), and <strong>yielding of the anchor itself,</strong> meaning limit <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">plastic strain</a> is reached.<br>\n</p>\n<figure data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/194daeb0-87cc-4fe3-9ee0-96b49558ec8d/Table%202.1%20failure%20modes%20N.png\" data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this study, Hilti HIT-RE500 - SD Injectable Mortar with Reinforcement (500B) anchors were modelled in IDEA StatiCa Detail and the results compared with the experimental data<sup>[1]</sup>.&nbsp;</p>\n<p>The dimensions of the concrete blocks and their reinforcement were carefully considered to mitigate any potential effect on pullout behavior, thus ensuring the validity of the experimental results<sup>[1]</sup>. One concrete block size was used for all anchor unit tests (1.0x1.0x0.5 m; WxDxH). The block is reinforced by bars of steel B 500B and diameter of 8-14 mm. 8 layers of bars around each surface (except for bottom surface, rebars are modeled as continuous through the bottom support) with distance layer of 135.0 mm. &nbsp;All safety factors prescribed by relevant building codes were rigorously adhered to, with a setting of 1.0 employed throughout the calculations. The size of the anchor hole compared to the diameter of the anchor itself was not explicitly considered in the calculation model.</p>\n<figure data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/52eccae5-c38d-4c38-af89-01f276369a6d/01_rebars.png\" data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1 Side view of a reinforced concrete block with glued in anchor}}}\\]</em></p>\n<figure data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0069a93-e7cd-4f0a-bbc4-2493b3d702ab/Concrete_block.png\" data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2 View of a reinforced concrete block with highligted anchor. Diameter of anchor equals to 16 mm }}}\\]</em></p>\n<p>The anchor bond strength, a critical parameter in anchorage design, was determined to be 15.4 MPa according to experiments consideration<sup>[1]</sup>, and 12.0 MPa for the second verifying model. Similarly, according to the experiment, the length of the anchor embedment in the concrete block was consistently determined. The additional 50 mm length of the anchor above the concrete block to which the axial tensile force was applied were considered in the model. In this test, anchors with a diameter of 10mm, 12mm, 16mm, 20mm, 25mm, 32mm were compared with experimental results. Experimental set ups summarized in Table 2.2.</p>\n<figure data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f3ccf8a-b9a2-4995-ac89-008aa7fb640d/experimental%20set%20up.png\" data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" alt=\"\"></figure>\n<p>Utilizing a 3D-CSFM Solid Block model, the analysis encompasses a comprehensive examination of various aspects including anchor pull-out characteristics, determination of critical load thresholds, and nuanced prediction of failure modes.&nbsp;</p>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchor used in the CSFM analysis are summarized in Table 2.2. The yield stress (\\(f_{yk}\\)) and the ultimate stress (\\(k \\times f_{yk}\\)) of the reinforcement, as well as the compressive strength (\\(f_{ck}\\)), plastic strain (\\(\\epsilon_{c2}\\)), and limit plastic strain (\\(\\epsilon_{cu2}\\)) of the concrete, were selected based on the conditions noted in the experiment remarks. The Bond Strength is also specified by the manufacturer in the provided prospectus.</p>\n<figure data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a9a5af3d-6615-4779-ba52-2c901ef58195/Table%202.3%20materials%20N.png\" data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3 Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B 500B, (b) Stress-strain diagram of concrete C30/37 }}}\\]</em></p>\n<h2>Comparison with experimental results&nbsp;</h2>\n<p>This section compares experimental results from the manufacturer with the ultimate loads and failure modes predicted by the 3D-CSFM. Six instances of ultimate pull-out load, corresponding to various anchor diameters, were matched against outcomes from the 3D-CSFM. Additionally, a specific failure mode was determined for each anchor diameter.</p>\n<h2>Failure modes and ultimate loads</h2>\n<p>Table 2.4 presents a comprehensive summary of the ultimate loads recorded in experimental tests (P<sub>u,exp</sub>) and those predicted by the 3D-CSFM (P<sub>u,3D-CSFM</sub>), along with the corresponding failure modes. Ratios exceeding one indicate that the model's predictions are conservatively higher than the measured values. As evidenced in Table 2.4, the primary failure modes predicted by all 3D-CSFM analyses are consistent with the experimental findings, although some discrepancies in specific failure subtypes are noted for larger diameters. The 3D-CSFM predictions are generally accurate, with slightly conservative tendencies indicated by ratios greater than 100% for the larger diameters.&nbsp;</p>\n<figure data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d25551c8-8718-45e4-92d4-bac6d6fd355c/Table%202.4%20resultsN.png\" data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" alt=\"\"></figure>\n<p>Additionally values of (\\(P_{u,bar}\\))&nbsp;and (\\(P_{u,bond}\\)) were calculated and added to the table.</p>\n<p>\\(P_{u,bar}=A_{bar}\\cdot k \\cdot f_{yk}\\)</p>\n<p>\\(P_{u,bond}=C_{bar}\\cdot l_{bar} \\cdot \\tau_{bd}\\)</p>\n<p>Where (\\(A_{bar}\\)) is an area of the anchor, (\\(C_{bar}\\)) is the circumference of the anchor, and (\\(l_{bar}\\)) is a length of the anchor in the concrete.</p>\n<p>It can be seen, from the values presented above, that the experiment is set to prove that the solver is able to <strong>correctly calculate combined Pull-out and YA failure mods</strong>.</p>\n<p>In addition, the same models with the bond strength of (\\(\\tau_{bd} = 12.0 MPa\\)) were calculated and compared with analytically determined values of (\\(P_{u,bond}\\)).</p>\n<figure data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/546261bc-f88e-4b6d-92c9-11f86583559a/Table%202.5%20resultsN.png\" data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" alt=\"\"></figure>\n<p>Figure 1.4 corroborates the outcomes indicated in Table 2.4 by showing that the full capacity of bond stress is achieved as well as limit strain, which consequently leads to the failure mode being identified as <strong>Pull-out and YA</strong>.</p>\n<figure data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f19bffb4-36cf-4f83-8f95-bd6788f5d1e4/07_bond%20stress%20a%20strain%20check_12%20mm.png\" data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4 Anchor 16 mm: Strain check value (left) and Bond stress (right) }}}\\]</em></p>\n<figure data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a481fc30-f5f0-436e-baba-f73fcda00ed6/03_Summary_Stress%20flow_32%20mm.png\" data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5 Anchor 32 mm: Stress flow view }}}\\]</em></p>\n<figure data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bbd6ca5b-68ef-41cd-abe9-b54f269efc05/04_Stress%20in%20the%20reinforcement_bar%2025%20mm.png\" data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6 Anchor 25 mm: Stress in the reinforcement }}}\\]</em></p>\n<figure data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bd58d6f-47fb-4d7c-9929-6357eb604c9e/05_Strain%20in%20the%20reinforcement_20%20mm.png\" data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7 Anchor 20 mm: Strain in the reinforcement }}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p><br>\nThe comparison between experimental data<sup>[1]</sup> and the beta version of the 3D-CSFM indicates a satisfactory correlation. Key insights from this preliminary evaluation include:</p>\n<ul>\n  <li>A strong correlation has been established for all anchors, evident in the failure modes observed in models and the values of ultimate loads.&nbsp;</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<h2>References&nbsp;</h2>\n<p>[1] - HILTI. Hilti HIT - RE500 - SD Injectable Mortar with Rebar (500B). HILTI CORPORATION. <a href=\"Https://www.hilti.com.hk/\" title=\"https://www.hilti.com.hk/\"><em>Https://www.hilti.com.hk/</em></a> [online]. 2016 [cit. 2024-04-22]. Available from: <a href=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf\" title=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/submittal-asset-doc-loc-8336225.pdf\">https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf</a></p>\n<p><br></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>This article presents a unit test for the 3D Compatible Stress Field Method (3D-CSFM) applied to cantilever beams with variations in length, reinforcement, and concrete grades. The 3D-CSFM enhances the established <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">2D-CSFM</a>, both integral to IDEA StatiCa Detail. Released in beta, the 3D-CSFM adheres to the foundational principles of its 2D predecessor. The assessment of the FEA model is currently being refined to ensure that the results accurately reflect the appropriate behavior. Comparison comes from a series of unit test that were conducted during the process of development and include results from 2D-CSFM and analytical norms from Eurocode 2: Design of concrete structures - Part 1-1, chapter 6.1. The 3D approach in IDEA StatiCa Detail &nbsp;features two primary classes of models: the \"wall element\" and the \"solid block.\" Both are further elaborated within the article, using standard settings in IDEA StatiCa Detail.<br>\n&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the performance of the 3D-CSFM in comparison to the 2D-CSFM and established analytical methods, we classify observed failure modes into three categories: Concrete crushing (C) and yielding of flexural reinforcement (R), or a combination of these two (CR). This classification allows for a structured comparison of failure mechanisms as predicted by different modeling approaches. Table 2.1 defines mentioned failure types by specifying material limit values. The models were specifically designed with robust shear reinforcement to exclude failure due to shear and focus solely on simple bending behavior.</p>\n<figure data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0720838b-3afd-4c1c-8fbe-493b84081581/Table%202.1.png\" data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In the tests, the loads were defined differently based on the model type: as a line load measuring 0.3 m at the end of the beam for the 2D-CSFM, the 3D-CSFM wall element, as a surface load (0.3 x 0.3 m) at the end of the beam for the 3D-CSFM solid block, and as point load in the analytical approach with a location corresponding to resultant force of the previous types.</p>\n<p>There are two types of setup in these sets: <strong>WC </strong>(Weak concrete) <strong>WR</strong> (Weak reinforcement).</p>\n<p>The flexural reinforcement in the models consisted of continuous reinforcing bars with a diameter of Ø = 20 mm. The WR (Weak Reinforcement) model utilized two reinforcement bars, while the WC (Weak Concrete) model included six. The shear reinforcement, made up of Ø = 10 mm stirrups spaced 100 mm apart, was deliberately designed to be robust, thereby precluding any shear failure mode. The shear reinforcement is consistent for all the models.</p>\n<p>The WC are of a concrete grade C16/20 featuring six reinforcement bars, and WR setups using concrete grade C40/50 with two reinforcement bars. The lengths of the test examples varied, measuring 1.0m, 2.5m, and 4.0m.</p>\n<p>Considering all the variations mentioned, this unit test resulted in six different models. These models are described in detail in Table 2.2.</p>\n<figure data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/510dc859-ebc9-4e7f-ba90-e8cd0c064585/Table%202.2%20unit%20test.png\" data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" alt=\"\"></figure>\n<figure data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5820b312-337f-4828-a871-938aa2412b5b/Cross_section_view_with_dimension%20_without_stirrups.png\" data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1\\qquad Cross-section set ups:&nbsp;(a) - WC, (b) - (WR)}}}\\]</em></p>\n<figure data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a770e52-890d-495d-952a-173c2a1baa8a/All_canilever_in_one.png\" data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2\\qquad Length set ups:&nbsp;(a) - 1.0 m, (b) - 2.5 m, (c) - 4.0 m}}}\\]</em></p>\n<h2>Material properties</h2>\n<p>The material properties of concrete and flexural reinforcement used in the&nbsp;<a data-item-id=\"eaab962d-ba44-4ee0-8fa7-45193c9f52b5\" href=\"\">CSFM</a>&nbsp;analysis are summarized in table 2.2<strong>.</strong> The yield stress (f<sub>yk</sub>) and the ultimate stress (k*f<sub>yk</sub>) of the reinforcement as well as the compressive strength (fck), plastic strain(ɛ<sub>c2</sub>) and limit plastic strain (ɛ<sub>cu2</sub>) of the concrete and were selected to clearly illustrate the behavior of the materials under stress.<em>&nbsp;</em></p>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B500N, (b) Stress-strain diagram of concrete C16/20 and C40/50&nbsp;}}}\\]</em></p>\n<figure data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1768bd9b-d9be-4e3c-920c-92695c031d8d/table%202.3_material%20properties_2.png\" data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" alt=\"\"></figure>\n<h2>Modelling with 3D-CSFM</h2>\n<p>In the IDEA StatiCa Detail application, there are model types: the 2D model type utilizes the established CSFM method, while the 3D model type features the newly developed beta version of the 3D-CSFM method. Within the 3D model type, users can choose between two classes of models: 3D Wall and Solid Block.&nbsp;</p>\n<ul>\n  <li>Each class of 3D models within IDEA StatiCa Detail utilizes a different mesher, specifically chosen and optimized for fast and stable calculations. The shape and size of the mesh elements are finely tuned to enhance the performance and accuracy of model computations.&nbsp;</li>\n  <li>Both 3D model classes in IDEA StatiCa Detail use tetrahedron elements for meshing. Specifically, the 3D wall class features mesh elements shaped in a ratio where one dimension is significantly smaller than the other two, effectively mirroring the shape of a wall. This design choice optimizes the mesh for accurate representation and analysis of wall-like structures. The model class \"Solid Block\" general size mesh elements, which are designed to provide a balanced approach to meshing that is suitable for a wide variety of solid geometries. This method ensures efficient and effective analysis across different scenarios.</li>\n  <li>The material of the 3D Wall model is designed as an orthotropic material. This means that the lateral shear stress is transferred by the concrete, accommodating the unique structural behaviors typical of wall elements.&nbsp;</li>\n  <li>To ensure optimal meshing for the 3D wall model class, tailored for wall structures, the mesh multiplier factor was adjusted to 0.7. This was crucial to match the number of elements with those in the Solid block model class, which was set up for the unit test using default settings.</li>\n</ul>\n<h4>Geometry</h4>\n<p>When defining the geometry of the tested specimen in the IDEA StatiCa Detail application (both 2D and 3D environment), the length was set as the variable length (1.0m, 2.5m, 4.0m) plus an additional 1.15 meters. On this additional length of 1.15 meters, supports were defined on top and bottom surfaces with rigid stiffness in all directions.</p>\n<h4>Loads</h4>\n<p>In the tests, the loads were defined differently based on the model type. In the 2D model type, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment on 3D Wall model class, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment for the solid block model class, the load was applied as a surface load measuring 0.3 x 0.3 m at the end of the beam. In the analytical approach, a point load was utilized, positioned to correspond with the resultant force derived from the other model types.</p>\n<figure data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/630701e4-9e3a-4cea-8b94-97519b401a04/Solid%20block%20WC%205%20m%20load.png\" data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4\\qquad Surface load on Specimen: 3D Solid Block WC 4.0}}}\\]</em></p>\n<h2>Calculated Critical Load&nbsp;</h2>\n<p>In the comparison figure 1.5 featuring six model variants distinguished by length and options of WC (weak concrete) and WR (weak reinforcement), the 3D methods generally exhibit a solid match. Notably, the 3D Wall model class's mesh factor was adjusted to 0.7 to equalize the number of elements across the model's height, making it comparable to the solid block general model. The 3D results are slightly higher than the 2D CSFM solutions, as expected due to the inclusion of triaxial stresses and simplifications in 2D CSFM. Analytical results align with 3D and 2D CSFM in most cases, except for higher values in short 1.0 m WC and WR scenarios, where shear interactions (concrete strut in compression) significantly impact but are overlooked analytically, explaining the lower values from 3D models. This is corroborated by 2D CSFM results.</p>\n<figure data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/870661e6-e17d-4c74-af56-6e6001ceb548/critical_load_chart.png\" data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5\\qquad Calculated Critical Load}}}\\]</em></p>\n<h2>Load-deformation response</h2>\n<p>The comparison of diagrams across the different methodologies reveals distinct behavior patterns for each. The 2D-CSFM is depicted with a black dotted line, the 3D-CSFM Wall model class with a red solid line, the 3D-CSFM Solid block model class with a blue dotted line, and the standard approach based on section check according to EN with an orange solid line. Displacement and forces were measured from the end of the cantilever.&nbsp;</p>\n<p>In the diagrams, the analytical results are represented by a constant line, indicating that only a single value for the bending resistance of the given specimen is obtained. This portrayal underscores the static nature of analytical results in contrast to the incremental approach for nonlinear solution.</p>\n<p>In Figure 1.6, there was a strong correlation between the results from the 3D-CSFM and the 2D-CSFM across all tests, aligning well within the range of available measurement data. The analytical approach, however, showed higher force values, anticipated due to its exclusion of shear resistance interaction, especially significant given the beam's 1.0 m length. This highlights the analytical method's limitations in fully capturing the comprehensive forces affecting the specimen.&nbsp;</p>\n<figure data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c59c4c0-8f1c-4043-992d-16b8ac9d8323/WC%201.0%20Chart.png\" data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6\\qquad Calculated Load-Deformation respond: (a) WR 1.0, (b) WC 1.0&nbsp;}}}\\]</em></p>\n<p>In Figure 1.7, which captures load-deformation responses for models with a length of 2.5 meters, all methods show a great match in results. Both 3D models align closely with the analytical results calculated by EN. Comparatively, the 3D method exhibits slightly higher values than the 2D CSFM solution, yet these differences remain within a tolerable margin.</p>\n<figure data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/96d9b437-92a2-4782-aec4-e57bed98a45e/chart%20wc%202.5m_1.2.png\" data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7\\qquad Calculated Load-Deformation respond: (a) WR 2.5, (b) WC 2.5}}}\\]</em></p>\n<p>In the final Figure 1.8, a good correlation is observed among the methods, with the 3D models displaying higher values than both benchmark results. These variances, however, remain within acceptable limits.</p>\n<figure data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/674b490f-3316-49f4-a4c5-9ade9016f9b9/WC%204.0%20Chart.png\" data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.8\\qquad Calculated Load-Deformation respond: (a) WR 4.0, (b) WC 4.0}}}\\]</em></p>\n<figure data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1db0002e-c422-4908-848d-91fb304e18b2/Table%202.4%20failure%20modes.png\" data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" alt=\"\"></figure>\n<figure data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9154f3e-bcff-4de3-8502-63e1e6cd8601/Comparasion_Detail_to_Capacity.png\" data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" alt=\"\"></figure>\n<figure data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63db0112-123a-4fe9-9a12-29e7c2d24b37/sigma_s_wr_5.png\" data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.9\\qquad Calculated value of reinforcement stress&nbsp;on WR 4.0 different model types:&nbsp;(a) 2D, (b) 3D - Solid Block, (c) 3D - Wall}}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p>Given the close alignment between the 3D-CSFM results and those from 2D-CSFM and analytical methods, several conclusions can be drawn:</p>\n<ul>\n  <li>The newly developed 3D-CSFM, although still in its beta version, is already demonstrating promising results.</li>\n  <li>In the load-deformation response and critical load evaluations, the 3D-CSFM shows a strong alignment with the analytical approach where shear effects are minimal. However, in scenarios where shear interactions significantly influence structural resistance, a decrease in resistance is observed. This is an expected outcome and validates that the solver is performing correctly.</li>\n  <li>In the analysis of a cantilever beam subjected to simple bending, both classes of 3D models—the Wall Element and Solid Block—exhibit similar behavior. This consistency underscores the robustness of the 3D-CSFM approach in modeling such structural scenarios.</li>\n</ul>"
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                    "value": "<h2>Introduction</h2>\n<p>The passive confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to confinement provided by surrounding materials, such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Mechanisms of passive confinement</strong>:\n    <ul>\n      <li><strong>Internal confinement</strong>: Achieved through transverse reinforcement such as ties, stirrups, or spirals within reinforced concrete. These reinforcements prevent the concrete from cracking and bulging outward.</li>\n      <li><strong>External confinement</strong>: Involves the use of external materials like fiber-reinforced polymer (FRP) wraps, steel jackets, or concrete jackets applied around the structural member. This method is often used for retrofitting and strengthening existing structures.</li>\n    </ul>\n  </li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Confinement is widely used in the design of columns, bridge piers, and other critical structural elements. It is also used in retrofitting and strengthening existing structures to improve their load-carrying capacity.</li>\n</ol>\n<p>In the following figure, you can observe how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff38065e-58f4-4de6-ae36-7f859e63e19f/Passive%20confinment%20model.png\" data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Stress-strain model proposed for monotonic loading of confined and unconfined concrete [2]}}}\\]</em></p>\n<h2>Columns subjected to high compressive loading&nbsp;– a passive confinement example</h2>\n<p>In this example, we compare several differently shaped columns subjected to high compressive loading with different topologies and reinforcement ratios, calculated in IDEA StatiCa Detail and calculated by different analytical approaches by Morger, et al. [1], which are given in several current standards –&nbsp;<em>fib</em> Model Code for Concrete Structures 2010 (MC 2010) [3], SIA 262:2013 Concrete Structures (SIA 262) [4], and Eurocode 2 - Design of concrete structures EN 1992-1-1:2023 (EC 2) [5].</p>\n<p>Before we get into the verification itself, let's recall the theoretical basics of 3D CSFM implemented in the application IDEA StatiCa Detail – <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h3>Analytical methods</h3>\n<p>The whole verification is based on the analytical approaches already mentioned in [1]. In this text, we will only give a basic description of the analytical methods of calculation including the relevant formulas. For a better understanding, we recommend studying the paper [1] in more detail.</p>\n<p>The load-bearing resistance of an RC member in compression can be obtained by summing up the three individual components with their associated cross-sectional areas: (i) the uniaxial concrete compressive strength of the entire concrete cross-section, (ii) the compressive strength of the longitudinal reinforcement, and (iii) the increase in concrete compressive strength due to a triaxial stress state provided by confining reinforcement:</p>\n<p>\\[N_{R}=\\underset{(i)}{\\underbrace{f_{c}\\cdot A_{c}}}+\\underset{(ii)}{\\underbrace{(f_{sy.l}-f_{c})\\cdot A_{s.l}}}+\\underset{(iii)}{\\underbrace{\\Delta f_{conf}\\cdot A_{conf}}}\\]</p>\n<p>where <em>f</em><em><sub>c</sub></em> = uniaxial concrete compressive strength, <em>A</em><em><sub>c</sub></em> = concrete cross-section area, <em>f</em><em><sub>sy,l</sub></em> and <em>A</em><em><sub>s,l</sub></em> = yield strength and total cross-sectional area of longitudinal reinforcement, <em>Δf</em><em><sub>conf</sub></em> = concrete compressive strength increase due to confinement, and <em>A</em><em><sub>conf</sub></em> = governing confined concrete area.</p>\n<p>In this article, the coordinate system of an RC member in compression is chosen such that the loading direction coincides with the x-axis, which is referred to as the longitudinal direction. The y and z-directions are, thus, referred to as lateral directions.</p>\n<figure data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6623bde0-2bef-429d-bdc7-8619c947b2a0/most%20important%20geometrical%20parameters.png\" data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Definition of most important geometrical parameters [1]}}}\\]</em></p>\n<p>The increase of the concrete compressive strength <em>Δf</em><em><sub>conf</sub></em> due to confinement is approximately four times the lateral compressive stress [6].</p>\n<p>\\[\\Delta f_{conf}=4\\cdot min(\\sigma_{confy},\\sigma_{confz})\\]</p>\n<p>Assuming yielding of the confining reinforcement and full dispersion of the confining forces, the confining stresses follow equilibrium as:</p>\n<p>\\[\\sigma_{confy}=\\frac{\\sum A_{s.confy}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csz}};\\sigma_{confz}=\\frac{\\sum A_{s.confz}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csy}}\\]</p>\n<p>Where <em>f</em><em><sub>sy.conf</sub></em> is the yield strength of confining reinforcement.</p>\n<p>The following sub-sections present the different existing approaches to determine the governing confined concrete area <em>A</em><em><sub>conf</sub></em> (and the corresponding effectiveness factor k) according to current design guidelines (EC 2, SIA 262, and MC 2010) and according to a new model approach for passive confinement presented in [1].</p>\n<h4>Design approaches according to design guidelines</h4>\n<p><strong>EC2 </strong>determines the governing confined concrete area <em>A</em><em><sub>conf,EC2</sub></em> based on arching action between the discretely distributed load introduction points of the confining reinforcement.</p>\n<p>\\[A_{conf.EC2}=\\underset{A}{\\underbrace{\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)}}\\cdot \\underset{B}{\\underbrace{\\left( \\frac{(b_{csy}\\cdot s_{x}/2)\\cdot(b_{csz}-s_{x}/2)}{b_{csy}\\cdot b_{csz}}\\right)}}\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>This equation, applicable to rectangular crosssections, is based on the work of Mander [2]. For more information and an understanding of parts A and B, refer to [1].</p>\n<figure data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/38782f2d-a9f4-4eb7-a10b-16a298b9d0bc/Confined%20concrete%20area%20according%20to%20EC2.png\" data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Definition of confined concrete area according to EC 2: (a) confined concrete area at the section of a confining }}}\\) \\( \\textsf{\\textit{\\footnotesize{reinforcement layer (e.g., x = sx/2), (b) and (c) longitudinal dispersion of confining forces, (d) governing confined concrete }}}\\) \\( \\textsf{\\textit{\\footnotesize{area at the center between two confining reinforcement layers (e.g., x=0, dotted lines indicating section from (a) as reference).}}}\\)</em></p>\n<p>It is worth mentioning that in EC2, the effectiveness factor of the confining reinforcement&nbsp;<em>k</em> is used to express the load-bearing resistance. Factor <em>k</em> is the ratio between the governing confined concrete area <em>A</em><em><sub>conf</sub></em> and the cross-sectional area Ac.</p>\n<p>\\[k=\\frac{A_{conf}}{A_{c}}\\]</p>\n<p>Using this factor, the load-bearing resistance <em>N</em><em><sub>R</sub></em> can be rewritten as:</p>\n<p>\\[N_{R}=\\left( f_{c}+k\\cdot \\Delta f_{conf}\\right)\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}\\]</p>\n<p>The effective factor is then defined as:</p>\n<p>\\[k=\\left(\\frac{b_{csy}\\cdot b_{csz}-\\frac{1}{6} \\sum b_{i}^{2}}{b_{cy}\\cdot b_{cz}}\\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>For the purposes of this article, however, we will stick to the load-bearing resistance <em>N</em><em><sub>R</sub></em> expression from the beginning of the chapter over the use of the governing confined concrete area <em>A</em><em><sub>conf</sub></em>.</p>\n<p><br></p>\n<p><strong>SIA 262</strong> defines the governing confined concrete area <em>A</em><em><sub>conf,SIA262</sub></em> based on the stress field illustrated in Figure 4, proposed by Sigrist [7].</p>\n<p>\\[A_{conf.SIA262}=(b_{csy}-s_{x})\\cdot (b_{csz}-s_{x})\\]</p>\n<figure data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/347a80eb-2fa9-45fb-905b-0467fd46546f/Confined%20concrete%20area%20according%20to%20SIA%20262.png\" data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Definition of the confined concrete area according to SIA 262: (a) stress field and (b) lateral section at the level&nbsp;}}}\\) \\( \\textsf{\\textit{\\footnotesize{of the confining reinforcement (e.g., x = sx/2).&nbsp;}}}\\)</em></p>\n<p><br></p>\n<p><strong>MC 2010</strong> defines the governing confined concrete area as a combination of the two models forming the basis of the EC 2 and SIA 262 formulation:</p>\n<p>\\[A_{conf.MC2010}=\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)\\cdot \\left( \\frac{(b_{csy}\\cdot s_{x})\\cdot(b_{csz}-s_{x})}{b_{csy}\\cdot b_{csz}}\\right)\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csz}} \\right)\\]</p>\n<p><br></p>\n<p><strong>The new model approach for passive confinement</strong> introduced in [1] defines the simplified confined concrete area <em>A</em><em><sub>conf,simp</sub></em> as a function of the confining reinforcement geometry and spacing.</p>\n<p>\\[A_{conf.simp}=\\left(b_{csy}-\\frac{\\sqrt{s_{x}^{2}+s_{z}^{2}}}{2}\\right)\\cdot \\left(b_{csz}-\\frac{\\sqrt{s_{x}^{2}+s_{y}^{2}}}{2}\\right)\\]</p>\n<h3>IDEA StatiCa Detail models</h3>\n<p>Models are of the solid block type with various plan dimensions <em>b</em><em><sub>cy</sub></em> x <em>b</em><em><sub>cz</sub></em>, height <em>h</em><em><sub>x</sub></em>, and stirrups distance <em>s</em><em><sub>x</sub></em> made of C30/37 concrete supported by rigid surface support in the X, Y, Z direction at the bottom surface. For the sake of the stability of the top concrete cover in the model, the top surface is also supported in horizontal directions by rigid support. Concrete cover <em>c</em> is 30 mm for all models. There are always four longitudinal rebars with the diameter <em>Φ</em><em><sub>s,l</sub></em><em> = 10 mm</em>. Stirrups, the confining reinforcement, and longitudinal bars are modeled from steel B500B. All calculations are in characteristic values.</p>\n<figure data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6056a8a4-94ea-43e1-974d-f85cd120b862/Passive%20confinement%20models.png\" data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad IDEA StatiCa Detail models a) 0.75 x 1.5 x 4.0; b) 1.0 x 1.0 x 4.0; c) 0.75 x 2.5 x 5.0; d) 2.0 x 2.0 x 6.0}}}\\]</em></p>\n<p>A load greater than the expected load capacity is always applied. The program then searches for the maximum possible applicable load so that one of the defined criteria is not exceeded. In this case, it is always the limit strain criterion of the stirrup reinforcement, which is a maximum of 5%, but due to the implemented Tension stiffening, the limiting value is usually lower. For more details, see <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>.&nbsp;</p>\n<p>In the following figure, it can be seen that the calculation of model 0.75 x 1.5 x 4.0 was stopped and a multiple of the applied load was found as the maximum load that the element can resist.</p>\n<figure data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/358337a5-e90c-487d-b844-b595f16be1f0/Passive%20confinement%20limit%20strain.png\" data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad IDEA StatiCa Detail – limit strain in reinforcement}}}\\]</em></p>\n<h3>Comparison of individual models</h3>\n<p>In the following tables and graphs, we present a comparison of all models created in the IDEA StatiCa Detail application and analytical approaches, including all intermediate results for one rectangular and one square model. However, there are auxiliary variables that need to be defined first.</p>\n<p><em>Φ</em><em><sub>s,l</sub></em> and <em>Φ</em><em><sub>s,conf</sub></em> are the diameters of longitudinal and confining reinforcement, <em>n</em><em><sub>y</sub></em> and <em>n</em><em><sub>z</sub></em> are the numbers of spaces <em>s</em><em><sub>y</sub></em> and <em>s</em><em><sub>z</sub></em> (meaning that the number of stirrup legs is <em>n+1</em>), <em>N</em><em><sub>R,uncf</sub></em> and <em>N</em><em><sub>R,conf</sub></em> are defined as follows:</p>\n<p>\\[N_{R,uncf}=f_{c}\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}; N_{R,conf}=\\Delta f_{conf}\\cdot A_{conf}\\]</p>\n<h4>Rectangular model a) 0.75 x 1.5 x 4.0</h4>\n<figure data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/03c627fb-abc9-460a-8076-320591572b40/0.75_1.5_4%20-%20intermidi.png\" data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" alt=\"\"></figure>\n<figure data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/abdce0f1-fc7d-4ee0-8e9e-ff7e68387e74/0.75_1.5_4%20-%20capacity.png\" data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" alt=\"\"></figure>\n<figure data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5975a9e8-2bfb-4d3d-82af-b7e0195c1cfc/0.75_1.5_4%20-%20ratios.png\" data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" alt=\"\"></figure>\n<figure data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0d6eed8-4316-4d91-a606-60b0d0a404f1/0.75_1.5_4%20-%20lbc.png\" data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ee09da0c_0ef6_0164_bae7_ba88270dd704\"></object>\n<h4>Square model b) 1.0 x 1.0 x 4.0</h4>\n<figure data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9043e607-1941-47ac-9832-5d5306eda1f0/1_1_4%20-%20intermidi.png\" data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" alt=\"\"></figure>\n<figure data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d08268c-6815-4628-84dc-361c064a4978/1_1_4%20-%20capacity.png\" data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" alt=\"\"></figure>\n<figure data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6dee50d-146e-4694-8aaa-1538379b1645/1_1_4%20-%20ratios.png\" data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" alt=\"\"></figure>\n<figure data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a5bbd9cb-0d03-41a0-9606-d1ca3265c9df/1_1_4%20-%20lbc.png\" data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3da22c56_c93b_0195_202d_02df21b941f6\"></object>\n<h4>Rectangular model c) 0.75 x 2.5 x 5.0</h4>\n<figure data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7dde6f32-d58c-4e19-8835-c0101e6c7e62/0.75_2_5%20-%20lbc.png\" data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n14a40d45_5e31_01fa_7d34_725af70e1e3f\"></object>\n<h4>Square model d) 2.0 x 2.0 x 6.0</h4>\n<figure data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/222fccb8-f601-41fe-b2aa-290ae7e5351c/2_2_6%20-%20lbc.png\" data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1bc8ae97_dcc3_0117_d9fb_2be2c6543497\"></object>\n<h2>Conclusion</h2>\n<p>Several conclusions can be drawn from the results presented above. In general, the 3D CSFM results have been shown to be quite conservative, especially for square models where the increase in load capacity due to the confinement is less than half in some examples. Good conformity, within 2% deviation, can be observed for rectangular models. Among the analytical methods investigated, the EC2 approach shows the best match in all models. This verification demonstrates that the use of 3D CSFM is safe from a passive confinement point of view and in accordance with the established methods of standards.</p>\n<h2>References</h2>\n<p>[1] MORGER, Fabian; KENEL, Albin a KAUFMANN, Walter. Passive confinement of reinforced concrete members revisited. Online.&nbsp;<em>Structural Concrete</em>. ISSN 1464-4177. <a href=\"https://doi.org/10.1002/suco.202400209\">https://doi.org/10.1002/suco.202400209</a>.</p>\n<p>[2] Mander JB, Priestley MJN, Park R. Observed stress-strain behavior of confined concrete. J Struct Eng. 1988;114:1827–49. <a href=\"https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)\">https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)</a></p>\n<p>[3] International Federation for Structural Concrete (fib). Model code for concrete structures 2010; 2013.</p>\n<p>[4] SIA. Swisscode SIA 262: concrete structures. Zurich, Switzerland: Swiss society of engineers and architects (SIA); 2013.</p>\n<p>[5] EN 1992-1-1:2023. Eurocode 2—Design of concrete structures—Part 1-1: General rules and rules for buildings, bridges and civil engineering structures; 2023.</p>\n<p>[6] Nielsen MP, Hoang LC. Limit analysis and concrete plasticity. 3rd ed. Boca Raton, FL: CRC Press; 2011. <a href=\"https://doi.org/10.1201/b10432\">https://doi.org/10.1201/b10432</a></p>\n<p>[7] Sigrist V. Zum Verformungsvermögen von Stahlbetonträgern [On the deformation capacity of structural concrete girders]. Doctoral Thesis. ETH Zürich; 1995. <a href=\"https://doi.org/10.3929/ethz-a-001492371\">https://doi.org/10.3929/ethz-a-001492371</a></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In the upcoming article, we aim to explore shear failure in beams with low amounts of stirrups. We will compare experimental data with the 3D-CSFM Solid Block model to analyze load-deformation responses and predict failure modes. This unit test includes three examples, each varying in the amount of reinforcement and dimensions of the beam. Additionally, this article extends the existing verification of the 2D CSFM[1], offering a more detailed examination of mesh variations and the number of examples. All CSFM based methods were conducted in IDEA StatiCa Detail application using mostly default settings. Further insights on this topic will be discussed later in the article.</p>\n<h2>Definition of failure modes</h2>\n<p>To facilitate the comparison of failure modes observed in the experiments with those predicted by the CSFM, the failure modes are categorized as either flexural (F) or shear (S). Although yielding of the reinforcement does not constitute a material failure per se, it is included as a part of the failure mode classification in conjunction with concrete crushing. This distinction is crucial for identifying concrete crushing failures that occur without reinforcement yielding—which are typically very brittle—from those that occur after the reinforcement has yielded, which can demonstrate a degree of deformation capacity.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.1\\qquad Definition of failure modes}}}\\]</em></p>\n<figure data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12ea1af8-8f18-4bfe-9bfa-b939452a7cf1/Failure%20modes.png\" data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this unit test all beams were supported as simple beams and loaded with a single mid-span force. Parameters as dimension reinforcement of the beam can be seen from Fig 2.1. This table includes information such as the diameter of the shear reinforcement (Ø<sub>t</sub>), spacing (s<sub>t</sub>), and the geometric reinforcement ratio (ρ<sub>t,geo</sub>). Additionally, details regarding the flexural reinforcement, including the number (n<sub>l</sub>) and diameter (Ø<sub>l</sub>) of the bars, as well as the geometry of the beams—effective depth (d), shear slenderness ratio (a/d), and width (b)—are presented. The test designated R 500m352, conducted by Huber in 2016[3], utilized specimens reinforced with one-leg hooks. In contrast, test specimens A1 and A3, which were part of an experiment performed by Vecchio and Shim in 2004[2], used two-leg closed stirrups for reinforcement.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.1\\qquad Dimensions and mode of Reinforcement: (a) R500m352, (b) A1, A3 }}}\\]</em></p>\n<figure data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/70aa47e6-ecf5-4b9c-9fd8-53134e2d0446/Reinforcement%20drawing%20scketch.png\" data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.2\\qquad Reinforcement Properties}}}\\]</em></p>\n<figure data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9530187-788b-4ad4-b3ba-e1cfb9174c6b/Reinforcement%20ammount%20properties.png\" data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" alt=\"\"></figure>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchors used in the CSFM analysis are detailed in Table 1.3. Most of the necessary material properties for input into the CSFM were stated in the reports of the given experiments. Values that were not explicitly stated and therefore assumed are marked in the table.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.3\\qquad Material Properties}}}\\]</em></p>\n<figure data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/59eb1c14-1305-4de5-b603-ad45bc2f4816/Material%20properties%20table%206.11.png\" data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.2\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement, (b) Stress-strain diagram of concrete}}}\\]</em></p>\n<h2>Modeling with 3D-CSFM</h2>\n<p>Material and reinforcement parameters utilized in both the 2D and 3D CSFM analyses were sourced from Table 1.2 and Table 1.3, respectively. In the 3D-CSFM, beams were modeled using the solid block model class in IDEA StatiCa Detail. Loading on the beams was applied at mid-span as a surface load over an area of 0.2 m by <em>b</em> (the width of the beam), with the resultant force acting in accordance with experimental data. The support conditions for the beams were modeled as simply supported, utilizing a surface support measuring 0.15 m by 0.30 m. This configuration was designed to replicate experimental setup conditions accurately and provide a realistic simulation of beam behavior under load.</p>\n<p>As previously stated, nearly all parameters, including the mesh size, are maintained as per the default settings in IDEA StatiCa Detail. However, a specific adjustment was made for the modeling of stirrups: the \"Pull-Out model\" was explicitly employed instead of the default \"Tension Chord model\". This model is automatically applied in the 2D-CSFM model under the Beam class for stirrups. The modification was implemented to ensure accurate calculation of stirrups in the 3D-CSFM Solid Block model type within the IDEA StatiCa Detail's <em>developer</em> mode. This adjustment is pivotal for aligning the simulation closely with the physical behaviors observed in experimental setups, particularly in how stirrups are subjected to loads in the models.</p>\n<p>Read more about the Tension Chord model and Pull-Out model in the <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Theoretical background</a><br>\n<br>\nAll partial factors in IDEA StatiCa Detail are set to value 1.0.&nbsp;</p>\n<figure data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3a844f90-c8a4-4621-aab9-a2227b27e7ca/Loads.png\" data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.3\\qquad Loads in IDEA StatiCa Detail: (a) 3D-CSFM: A1 - Vecchio and Shim (2004), (b) 2D-CSFM: R500m352 - Huber (2016)}}}\\]</em></p>\n<h2>Load deformation Response</h2>\n<p>The comparison between the numerical methods and the experimental data can be visualized in Figure 2.4. In this figure, the experimental data is represented by a black dashed line, while the 2D-CSFM is depicted with a blue solid line and the 3D-CSFM with a red solid line. The graphs demonstrate a strong correlation between the numerical methods and the experimental data, indicating that the simulations are effectively capturing the behavior observed in physical experiments. This alignment suggests that the numerical models are robust and provide a reliable basis for analyzing the structural response under tested conditions.</p>\n<figure data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0510583b-9193-40f4-8c43-decf1dec6e5c/load_deformation_respons.png\" data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" alt=\"\"></figure>\n<figure data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c3d23bd-24d9-4eaa-8fcc-e97efac3c08f/load_deformation_respons_a3.png\" data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.4\\qquad Load-Deformation Respons: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<p>The comparison of the critical load can be seen from Figure 2.5 and percentage of compliance from the Table 1.4. For all examples consistent alignment with experimental findings.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.5\\qquad Critical Load: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<figure data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/335a9b22-0c8c-4dc4-b090-3446d94b0040/critical_load.png\" data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.4\\qquad Critical Load comparison}}}\\]</em></p>\n<figure data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cc9573f-e235-4e42-8494-6a1b77eef872/percentual%20difference%20between%20CL.png\" data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.5\\qquad Critical Load and Failure mode type comparison}}}\\]</em></p>\n<figure data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b81c8859-f5a2-446b-865d-1350c9fee7f3/LOAD%20AND%20DEFORMATION.png\" data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" alt=\"\"></figure>\n<h2>Conclusion&nbsp;</h2>\n<p>In the unit test, a comparison is made between the experimental behavior and the CSFM simulations, both in 2D and 3D, of a beam with a low amount of reinforcement. Key insights from the article include:</p>\n<ul>\n  <li>Both the 2D and 3D CSFM simulations closely match the experimental data, demonstrating their capability to accurately predict the structural behavior of beams with minimal reinforcement.</li>\n  <li>The use of solid block modeling in 3D and the equivalent 2D modeling techniques are effective in representing the actual conditions of the beams under load, as validated by the strong correlation with experimental results.</li>\n  <li>The results of the load-deformation response, critical load comparison, and failure mode prediction show a strong agreement with experimental outcomes. This strong alignment underscores the effectiveness and accuracy of the CSFM simulations in modeling the actual behavior of beams under various loading conditions.</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<figure data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d365fafa-2e8b-44aa-9ab3-295954954b39/r500m352%20results%20summary.png\" data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.6\\qquad Stress field results R500m352}}}\\]</em></p>\n<h2>References&nbsp;</h2>\n<p>[1] - Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p>[2] - Vecchio, F.J., and W. Shim. 2004. “Experimental and Analytical Reexamination of Classic Concrete Beam Tests.” Journal of Structural Engineering 130 (3): 460–69.</p>\n<p>[3] -&nbsp;Huber, P. 2016. “Beurteilung der Querkrafttragfähigkeit bestehender Stahlbeton- und Spannbetonbrücken.” PhD thesis, Wien: TU Wien, Faculty of Civil Engineering.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                    "value": "<h2>Introduction</h2>\n<p>Load capacity of anchors bonded in concrete is dependent on many factors. Concrete and anchor material strength and bond between anchor and concrete are crucial material parameters that determine the anchor behavior. Other factor, not of less importance, is the anchor (and possibly whole foundation block) geometry. Length of anchor and presence of other reinforcement plays also an important role in anchor performance.</p>\n<p>The purpose of this article is to verify and validate CFSM based calculation of anchors bonded in reinforced concrete. Various anchor length is chosen according to available literature data [1] for validation. Verification of the presented approach is based on (I) comparison with other well-established software for numerical simulations of material behavior and (II) compliance with standard design codes.&nbsp;</p>\n<h2>Experiment description</h2>\n<p>The experimental campaign [1] involves testing full-size anchors bonded in a concrete block. The rods are made of ribbed bar (FeE500B) and are 20 mm in diameter. For the ribbed bar, the steel yield strength is 585 MPa, the ultimate strength is 700 MPa, the ultimate strain at failure is 16%, and the elastic modulus is 210 GPa. Three different depths (100, 150, 200 mm) are being tested to observe bond, concrete cone, or rod failure. The anchors are cast in a reinforced concrete block (2250x1850x600 mm) to prevent splitting failure and edge effects. The EDF(Electricity of France)-recommended minimum reinforcement is installed, consisting of one layer of 20 and 25 mm diameter ribbed bars in both directions on the upper and lower parts of the block.</p>\n<p>Additionally, some 12 mm diameter stirrups are installed to support the two layers of reinforcement. The reinforcement rate is 0.64%. The concrete grade used is C40/50. The concrete block is secured using two metal sections connected to the test slab with four prestressing bars. No confining pressure is applied around the anchorage. The hydraulic jack is fixed to the anchorage by two symmetrical rods. The quasi-static tensile loading is displacement-controlled with a loading rate of 1 mm/min, and the load is applied until the anchor fails.&nbsp;</p>\n<figure data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bed29f4e-6668-4ca4-86ae-b73971bc6a1a/01.png\" data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" alt=\"\"></figure>\n<p><em>1) Pull out test setup - coming from article: Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths - Fabien Delhomme, Thierry Roure ,Benjamin Arrieta, Ali Limam</em></p>\n<figure data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0476497e-3f50-471c-9816-a328f41dd074/02.png\" data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" alt=\"\"></figure>\n<p><em>2) Reinforcements and anchor layout</em></p>\n<h2>3D CSFM -Compatible Stress Field Method</h2>\n<h3>Theory&nbsp;</h3>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;Mohr-Coulomb&nbsp;plasticity theory for monotonic loading. The method&nbsp;examines concrete behavior in terms of principal stresses, while neglecting the concrete tensile strength. The effect of concrete tension is only taken into account in Tension stiffening of steel rebars.<br>\nThe reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM&nbsp;is not suitable for simulating plain concrete&nbsp;due to the absence of tension, which may result in misleading deformation and model divergence. <br>\nGenerally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle&nbsp;<em>φ</em>&nbsp;and cohesion parameter&nbsp;<em>c</em>.&nbsp;3D CSFM assumes a zero angle of internal friction, leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant. More can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Theoretical Background</strong></a><strong> </strong>[2].</p>\n<h3>Model assembly</h3>\n<p>The FEA model is constructed using concrete tetrahedral elements of higher order, with embedded 1D rod representing reinforcements interconnected via MPC( Multi-Point-Constraints) and bond elements to allow slip. The reinforcement bars are split into two surface layers with a cover of 60 mm and shear links (see Fig. 2). The model utilizes surface support with restricted X, Y, Z degrees of freedom over a width of 200 mm. Casted anchors are positioned in the middle of the testing specimen, and the length of the anchor varies from 100-200 mm to test all possible failure modes.</p>\n<figure data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b1fe644-ce49-46f0-8ad6-bd895d4a83f4/04.png\" data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" alt=\"\"></figure>\n<p><em>3) Model assembly</em></p>\n<h3>Anchor model</h3>\n<p>The anchor is modeled using a ROD element that can only transfer compression and tension. The important aspect is the bond model and how the anchor is connected to the surrounding concrete to ensure the flow of forces and stress during an interaction between the concrete, anchor, and reinforcements. The connection has a specific linear shear stiffness G<sub>b</sub>, which depends on the modulus of elasticity of concrete E<sub>cm</sub> and the diameter of the anchor. More about the bond model can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a> [2].</p>\n<figure data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f22d2a3-3f60-40ee-b28d-24bd2439a719/03.png\" data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" alt=\"\"></figure>\n<p><em>4) Bond model and MPC</em></p>\n<h2>Design standards</h2>\n<h3>CEB-FIB mode code 2020</h3>\n<p>The engineers have the support in the code and valid standards. This statement evokes the impulse to compare the experimental solution with code - solutions to verify the safety of current standards and codes. The concrete properties C40/50 have been taken from code properties. Material properties for reinforcement bars and anchors were experimentally tested and the data were provided. We have verified the solution for unconfined concrete and the subcategory of good/other bond conditions. The CEB-FIB mode code [3] provides a clear definition of how the bond works. The inputs have been used for numerical simulation of anchor in ABAQUS [4].&nbsp;</p>\n<figure data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ceffed56-48bf-4482-81b0-c17fd1ed0a14/05.png\" data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" alt=\"\"></figure>\n<p><em>4) CEB-FIB mode code 2020 - Bond model</em></p>\n<h3>Eurocode 1992-1-1</h3>\n<p>The Eurocode 1992-1-1 [5] assumption has been used as a prerequisite for <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>. The rigidly-plastic model with a characteristic and experimental calculated bond model has been used for simulation and comparison with an experimental solution.&nbsp;</p>\n<figure data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e19364e8-9cdf-44a0-902f-f9c8fd581f01/06.png\" data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" alt=\"\"></figure>\n<p><em>5) Eurocode 1992-1-1 and 3D CSFM - Bond model</em></p>\n<h2>Eurocode 1992-4</h2>\n<p>The characteristic values have also been compared with Eurocode 1992-4 [6], which is implemented in <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">IDEA StatiCa Connection</a>. This provides insight into how the reinforcement in the concrete block affects the local behavior of the anchor. It allows checking for effects such as anchor failure in tension and concrete cone breakout.</p>\n<figure data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56e0ddb4-bec2-4b4d-a27f-1f99e44effcc/07.png\" data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" alt=\"\"></figure>\n<p><em>6) a) Rod failure in tension; b) Concrete cone breakout</em></p>\n<h2>ABAQUS - Concrete Damage Plasticity</h2>\n<h3>Assumptions</h3>\n<p><a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">Concrete Damage Plasticity</a>&nbsp;(hereafter CDP) is based on the Drucker-Prager plasticity condition [7]. This model is suitable for materials with internal friction, such as soils or concrete. The tensile strength is significantly lower than the compressive strength and the hydrostatic part of the stress tensor plays a role in the evolution of the plasticity surface. Under general stress, the plasticity condition has the surface of a rotating cone. The material model for compressive and tensile stresses also considers post-critical behavior, which is controlled by the so-called damage parameters, taking values from zero (undamaged) to one (for near-zero stiffness of concrete in compression or tension in the post-critical condition). The larger the damage parameter number, the more the element is violated and does not contribute to the stiffness contribution.</p>\n<h3>Material models</h3>\n<p>The uniaxial material model in compression and tension for concrete is based on Thorenfeldt's theory [8]. All inputs are characteristic values that follow the reliability approach of EN 1992-1-1 [5]. The parameters for material model of reinforcement and anchor are taken from chapter \" Experimental description,\" with linear hardening considered in the plastic branch of the diagram.&nbsp;</p>\n<h3>FEA elements</h3>\n<p>The C3D8, or hexa-element with a linear basis function and eight integration points, was used for the FEM model of concrete. The concrete and reinforcement comprise T3D2 elements that transmit only axial effects. The interaction between the reinforcement and the concrete is provided by MPC constraints on which tension-stiffening is taken into account, which covers, to some extent, the cohesion model or dowel effect.&nbsp;</p>\n<h3>Model assembly</h3>\n<p>The FEA model is designed with symmetry boundary conditions to minimize computation costs and improve the efficiency and speed of the solution. It's important to note that due to the reduced model, the forces on the anchor will reach one-quarter of the maximum force. The mesh has been uniformly distributed using a bias ratio, which consistently decreases the mesh size of the concrete towards the anchor location. The mesh size for concrete is in range ( 5 - 100 mm). Local mesh seeding helps with a gradient of the stresses close to the anchor and more precise results.&nbsp;</p>\n<figure data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb507258-c29b-4abc-bd7c-965939bfcdfe/08.png\" data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" alt=\"\"></figure>\n<p><em>7) Model assembly</em></p>\n<h3>Anchor</h3>\n<p>The anchor is modeled using 3D volume elements. Contact cohesive behavior has been used to model the bond between the concrete and the anchor. The surface interaction enables delamination based on the linear elastic traction-separation law before damage occurs. Hard contact has been used in compression and frictionless behavior in tangential movements. Cohesive behavior in the normal and shear directions has been introduced using volumetric stiffness and damage parameters to represent post-critical behavior. The initiation of post-critical behavior is expressed by maximal bond stress in the normal and shear directions and fracture energy with linear or exponential softening [7].</p>\n<figure data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8c810bb1-8a44-4b29-88f8-d9533f343f91/09.png\" data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" alt=\"\"></figure>\n<p><em>8) Cohesive contact</em></p>\n<h2>Results - Anchor 100 mm</h2>\n<figure data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/804d7639-a2a4-47f2-b8b0-6d2cc5999848/10.png\" data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" alt=\"\"></figure>\n<figure data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61567b62-8af3-439c-b8b1-4a20da9bd210/11.png\" data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" alt=\"\"></figure>\n<p><em>9) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cec61f81-adfb-4c88-bc1e-99e1099f4ede/12.png\" data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" alt=\"\"></figure>\n<p><em>10) Maximal force and utilization versus experiment for anchor 100 mm</em></p>\n<figure data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bd9635c8-63d2-42c8-8d6b-348378f45c67/13.png\" data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" alt=\"\"></figure>\n<p><em>11) Load deformation curve - T103-100 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0d8648d-88fc-4b5f-94ab-eba6ce276ed1/14.png\" data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" alt=\"\"></figure>\n<p><em>12) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 150 mm</h2>\n<figure data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b52615a4-f2bf-4f06-9753-8a8269cc93d6/15.png\" data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" alt=\"\"></figure>\n<figure data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd13fb04-aec5-485e-bca7-c6314e2742df/16.png\" data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" alt=\"\"></figure>\n<p><em>12) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8e058ce-8c24-49f9-8871-73534be84f69/17.png\" data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" alt=\"\"></figure>\n<p><em>13) Maximal force and utilization versus experiment for anchor 150 mm</em></p>\n<figure data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7da761ce-c9a4-4134-b706-8360175152b6/18.png\" data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" alt=\"\"></figure>\n<p><em>14) Load deformation curve - T103-150 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3812fab2-6857-4a01-9a22-a735de4a447f/19.png\" data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" alt=\"\"></figure>\n<p><em>15) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 200 mm</h2>\n<figure data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b31adf4a-cd86-4e05-bf27-bdb4eabf3e9d/20.png\" data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\" alt=\"\"></figure>\n<figure data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/345ce74d-6b1f-4caa-95c8-8e3805edddec/21.png\" data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" alt=\"\"></figure>\n<p><em>16) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0fbdeb33-1c2b-48f9-a3d7-cdb7d77557e4/22.png\" data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\" alt=\"\"></figure>\n<p><em>17) Maximal force and utilization versus experiment for anchor 200 mm</em></p>\n<figure data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8a3f8fee-48f7-47aa-9a14-d54adfbafafb/23.png\" data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" alt=\"\"></figure>\n<p><em>18) Load deformation curve - T103-200 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a7380fbf-4d0a-4a3a-815f-2adf2e2ba902/24.png\" data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" alt=\"\"></figure>\n<p><em>19) Load deformation curve - T103-200 characteristic code data comparison&nbsp;</em></p>\n<h2>Conclusion</h2>\n<p>The experimental campaign successfully investigated the behavior of full-size anchors bonded in a reinforced concrete block, using a comprehensive approach that integrated both experimental testing and numerical modeling. By varying the embedment depths of the anchors (100, 150, 200 mm), the study was able to observe different failure modes, including bond failure, concrete cone breakout, and rod failure. The results were rigorously compared with predictions from the CEB-FIB model code and Eurocodes, validating the safety and reliability of current design standards for such anchorage systems.</p>\n<p>The use of advanced modeling techniques, such as 3D CSFM and ABAQUS simulations with Concrete Damage Plasticity, provided deeper insights into the interaction between the concrete and reinforcement, as well as the bond behavior under quasi-static tensile loading. The findings confirmed the effectiveness of the proposed methods in predicting anchor performance, emphasizing the importance of accurate material modeling and appropriate boundary conditions in such simulations.</p>\n<p>The comparison between the actual behavior observed during the experiment and the numerical solution derived using 3D CSFM and ABAQUS shows an approximate 85% correlation. It can be concluded that no numerical solution exceeds the experimental data and maintains a 15% margin of error compared to the experiment, which is considered acceptable from an engineering perspective. The important aspect is also the failure modes which are fitting, except for the anchor length of 200 mm where in 3D CSFM, a combined mode of concrete cone and pull-out occurred before the steel rod failure. This is because, in this case, the peak loads corresponding to these two failure modes are very close.</p>\n<p>The results obtained from CEB-FIB mode code 2020 and Eurocode 1992-1-1 match the experimental results within the range of 30-40%. This indicates that the approach used in the code ensures safety. It's important to note that the values obtained are characteristic values, not design values, so the actual design strength is even lower.</p>\n<p><strong>The findings of the report should convey to the engineers that the 3D CSFM method yields safe outcomes in compliance with Eurocode 1992-1-1[5], and results in a conservative design that is integrated within the code itself.</strong></p>\n<p>Overall, this study contributes valuable data for improving anchorage design practices, offering evidence that can be used to refine existing codes and ensure that safety margins are adequately maintained in real-world applications. The experimental results, combined with theoretical and numerical analyses, provide a robust framework for understanding the complex interactions in anchored systems, ultimately leading to safe and efficient structural designs.</p>\n<h3>References</h3>\n<p>[1]Delhomme, F. &amp; Roure, Thierry &amp; Arrieta, Benjamin &amp; Limam, Ali. (2015). Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths. Materials and Structures. 49. 10.1617/s11527-015-0616-4.&nbsp;</p>\n<p>[2] \"IDEA StatiCa Detail – Structural Design of Concrete 3D Discontinuities (BETA).\" <em>IDEA StatiCa Support Center</em>, 2023. <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta\">https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta</a></p>\n<p>[3]<strong>International Federation for Structural Concrete (fib).</strong> <em>fib Model Code 2020 for Concrete Structures</em>. Berlin: Ernst &amp; Sohn, 2021.</p>\n<p>[4] ABAQUS Standard User's Manual, Version 6.6*. Washington University in St. Louis, 2006. [<a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm](https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm).\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm]</a></p>\n<p>[5] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-1-1:2004: Eurocode 2 – Design of Concrete Structures – Part 1-1: General Rules and Rules for Buildings</em>. December 2004. <a href=\"https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf\">https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf</a>.</p>\n<p>[6] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-4:2018: Eurocode 2 – Design of Concrete Structures – Part 4: Design of Fastenings for Use in Concrete</em>. Brussels: CEN, April 2018</p>\n<p>[7]<strong>ABAQUS, Inc.</strong> <em>ABAQUS User Subroutines Reference Manual, Version 6.6</em>. Washington University in St. Louis, 2006. <a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html</a>.</p>\n<p>[8] Massone, L. M.; et al. Shear-Flexure Interaction for Structural Walls, 2006. ResearchGate.&nbsp;<a href=\"https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls\">https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls</a>&nbsp;(accessed Jan 01, 2006).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2a28a4d6_9d45_0195_3fa3_bf8595bc294b\"></object>"
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    "value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check&nbsp;</h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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            "value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated.&nbsp;</p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot.&nbsp;</p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n  <li>International design standard (code)&nbsp;</li>\n  <li>Profile type and material&nbsp;</li>\n  <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n  <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n  <li>Only connections with 1 member (simple footings)\n    <ul>\n      <li>Only steel-to-concrete anchoring</li>\n      <li>No complex design (footing with braces)</li>\n    </ul>\n  </li>\n  <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                        "linkId": "4788d48e-6df5-4028-b282-8699303315b0",
                                        "urlSlug": "automatic-anchoring-code-selection-with-hooked-anchors",
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                                    "value": "<p>À part les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux de la version 24.1</a>, lisez la liste complète de la nouvelle fonctionnalité&nbsp;:</p>\n<h2>Conception en béton</h2>\n<p><strong>Detail 3D (exclusivement Eurocode)</strong></p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est hors de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> par des tiges, bêches et frottement</li>\n  <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Exportation complète de Connection avec des nouvelles entités</a></li>\n  <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a> – vérifications des sections, contrainte</li>\n  <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Grilles du plan de travail</a> pour la conception des nouvelles entités</li>\n  <li>Maillage fin autour des tiges et stabilité de l'application</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Nouveaux modèles</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Combinaisons ELS améliorées</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Rigidité des appuis ponctuels</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (exclusivement Eurocode)</li>\n</ul>\n<h2>Conception en acier</h2>\n<ul>\n  <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Outil de mesure dans Connection</a></li>\n  <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion des éléments du projet et matériaux</a></li>\n  <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Sélection et édition multiple dans Connection</a></li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Réponse rapide de l'application avec annulation rapide des calculs</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/project-item-and-material-management\">Calculs de voilement dans le menu backstage</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/regional-improvements-in-24-1\">Base théorique dans le rapport</a> en italien et portugais</li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/how-to-import-a-plate-from-dxf\">Importation facile des formes de platine de DXF</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/modeles-parametriques-dans-la-bibliotheque-des-attaches\">Modèles paramétriques de conception améliorés</a></li>\n  <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Améliorations régionales</a></li>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Maillage autour des trous pour les boulons et axes d'articulation</a></li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Gestion multiple et outils de groupement dans Checkbot</a></li>\n  <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Paramètres utiles pour tout le monde</a></li>\n  <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Plug-in HILTI PROFIS dans Checkbot</a></li>\n  <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">Importations de MEF vers Checkbot 60% plus rapides</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/exporting-an-ifc-file-from-idea-statica\">Exportation IFC depuis Checkbot</a></li>\n  <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Importation avancée des connecteurs depuis des outils DAO</a></li>\n  <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Liens BIM autorisés dans la version 24.1</a></li>\n</ul>\n<h2>Usage et Licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Paramétrage des projets</a></li>\n  <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Préférences partagées à travers la gamme complète des outils</a></li>\n  <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Authentification unique (SSO) pour usage public</a></li>\n  <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Comblement de l'écart entre Viewer et Connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/license-usage-analytics-in-the-user-portal\">Rapports d'usage de licence au Portail d'utilisateur</a></li>\n</ul>\n<h2>Notes de publication complètes</h2>\n<p>Ci-dessous, vous pouvez télécharger les <strong>Notes de publication </strong>pour IDEA StatiCa 24.1 en format PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f77b166e_fd7a_0112_b176_a3fb4885c324\"></object>"
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                                                "codename": "rn_23_1__detailed_calculation_of_connection_design",
                                                "linkId": "2cc695f0-16cc-40cf-87c4-c5f8c4ca6605",
                                                "urlSlug": "detailed-calculation-of-connection-design-material-values-displayed-for-plates",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_1__singularity_detection_in_member",
                                                "linkId": "e9a04b3d-e2e6-4408-b09d-8403b233380f",
                                                "urlSlug": "singularity-detection-in-member",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rcs___interaction_code_check_improvements",
                                                "linkId": "808008d4-d25a-403f-a4cd-ed61e1c71203",
                                                "urlSlug": "interaction-code-check-advancements-in-rcs",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_1__release_notes_idea_statica_23_1",
                                                "linkId": "068f049a-e99f-4d33-9148-692c33fad018",
                                                "urlSlug": "release-notes-idea-statica-23-1",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__prequalified_joints__aisc_",
                                                "linkId": "b43e9a21-f95d-40c7-96be-62c96573bc3b",
                                                "urlSlug": "qualification-checks-of-seismic-prequalified-connections-for-aisc",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__standards_implementation",
                                                "linkId": "20bea177-2a2e-4326-adb2-82c7e021cae7",
                                                "urlSlug": "update-of-ansi-aisc-360-22-csa-s16-19-standards-and-taiwan-sections",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__template__copy_",
                                                "linkId": "d4c5223a-47bd-4c4a-b3cf-041381232705",
                                                "urlSlug": "calculation-of-anchors-with-stand-off",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__eurocode_refactoring",
                                                "linkId": "1fa719d0-2d65-42bb-b892-7b1bdb540d77",
                                                "urlSlug": "eurocode-updates-to-thin-walled-members-and-anchors",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__edge_indexing_improvement_in_member",
                                                "linkId": "ae8ec5d5-7aff-4dc1-9e94-a414912414c1",
                                                "urlSlug": "edge-indexing-in-member-and-connection-models",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_1__template__copy__f1af162",
                                                "linkId": "f1af1623-b7a3-4b77-8562-18cddae30194",
                                                "urlSlug": "calculate-load-extremes",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__limited_stress_check_feature_in_detail",
                                                "linkId": "77cd8496-7dd0-44e8-8153-3f7498958c0c",
                                                "urlSlug": "limited-stress-check-feature-in-detail",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__implementation_of_long_term_losses_in_det",
                                                "linkId": "11765fc5-842e-4fe5-afed-c54104da47d5",
                                                "urlSlug": "implementation-of-long-term-losses-in-detail",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__improvements_for_aci_318_19_in_detail",
                                                "linkId": "b2f21cdf-2d85-4815-ad24-fbe41ac65093",
                                                "urlSlug": "improvements-for-aci-318-19-in-detail",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__imperial_rounding_improvements_in_detail",
                                                "linkId": "358763b8-7373-444f-ab5f-d207d38e281b",
                                                "urlSlug": "imperial-rounding-improvements-in-detail",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "equivalent_time_for_deflection",
                                                "linkId": "9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e",
                                                "urlSlug": "equivalent-time-for-deflection-evaluation",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_23_0__enhanced_mesh_in_member__copy_",
                                                "linkId": "fcf88cfa-ef51-4afa-a139-917a5f1f8cbb",
                                                "urlSlug": "triangular-mesh-in-concrete-member",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_23_0",
                                                "linkId": "9a275699-6cf5-48a3-ac7c-1154c4c1331a",
                                                "urlSlug": "release-notes-idea-statica-23-0",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_1_timber_connections__show_angle_to_grains",
                                                "linkId": "eed5a14c-0581-42b1-8a67-7181fb8d4fdf",
                                                "urlSlug": "angle-to-the-grain-of-the-steel-to-timber-connections",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_1__significant_step_to_designing_and_code_ch",
                                                "linkId": "eac075cc-9e8a-4d0b-b678-e94b527863df",
                                                "urlSlug": "gmnia-solver-extended-to-shear-and-torsion-effects",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_22_1",
                                                "linkId": "8136efc3-3a87-48df-9cb2-890edbe4cfb2",
                                                "urlSlug": "notes-de-publication-idea-statica-22-1",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_0__loads_in_equilibrium_by_default",
                                                "linkId": "da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c",
                                                "urlSlug": "loads-in-equilibrium-by-default",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_0__fatigue_improvements",
                                                "linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
                                                "urlSlug": "fatigue-analysis-how-the-results-are-displayed",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
                                                "linkId": "f89307a5-4bac-4632-bb5f-1a2586f199a3",
                                                "urlSlug": "through-bolts-for-hollow-sections-warning",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn22_0__update_of_eccentricity_definition_of_norma",
                                                "linkId": "293fcced-8994-4a81-a805-88267657c66a",
                                                "urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_22_0",
                                                "linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
                                                "urlSlug": "release-notes-idea-statica-22-0",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_21_1__bearing_type_options_for_bolts",
                                                "linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
                                                "urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
                                                "linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
                                                "urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_21_1__slip_resistance_check_update_according_to",
                                                "linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
                                                "urlSlug": "slip-resistance-check-update-according-to-sp-16",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_22_0__connection_browser_ii",
                                                "linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
                                                "urlSlug": "company-sets-selection-in-the-connection-browser",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_21_1",
                                                "linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
                                                "urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "section_model_view___drawings___sketches____copy_",
                                                "linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
                                                "urlSlug": "mise-a-jour-du-solutionneur-cbfem",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "condensed_elements",
                                                "linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
                                                "urlSlug": "condensed-superelements-invisible-but-essential",
                                                "type": "blog_post"
                                              },
                                              {
                                                "codename": "differences_in_results_between_version_21_and_olde",
                                                "linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
                                                "urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_21_0_d5c25f3",
                                                "linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
                                                "urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_20_1__improved_model_of_contacts",
                                                "linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
                                                "urlSlug": "an-improved-model-of-contacts",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_20_1__butt_welds_upgraded_model",
                                                "linkId": "040fcb75-d544-4d75-bc49-182d150177d7",
                                                "urlSlug": "butt-welds-upgraded-model",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_20_1__bolt_bearing_distances__en_",
                                                "linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
                                                "urlSlug": "bolt-bearing-distances-for-eurocode",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "rn_20_1__connecting_plate_eccentricity",
                                                "linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
                                                "urlSlug": "connecting-plate-eccentricity",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_steel_20_1",
                                                "linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
                                                "urlSlug": "release-notes-idea-statica-steel-20-1",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_concrete_20_1",
                                                "linkId": "79ff8a70-a79d-483c-8ce8-218a5f43cadc",
                                                "urlSlug": "release-notes-idea-statica-concrete-20-1",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_steel_20",
                                                "linkId": "4ba1aea8-5819-4504-bfc7-717be84625d1",
                                                "urlSlug": "release-notes-idea-statica-steel-20",
                                                "type": "support_center_article"
                                              },
                                              {
                                                "codename": "release_notes_idea_statica_concrete_20",
                                                "linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
                                                "urlSlug": "release-notes-idea-statica-concrete-20",
                                                "type": "support_center_article"
                                              }
                                            ],
                                            "name": "Content",
                                            "type": "rich_text",
                                            "value": "<h2>Compatibilité des versions</h2>\n<p>La version du logiciel IDEA StatiCa (par exemple 22.1.3.0789) est décrite par un numéro composé de la version majeure (22), la version mineure (.1), le numéro de correctif (.3) et le numéro de build (.0789).</p>\n<p>Chaque version majeure et mineure des applications IDEA StatiCa modifie les données du projet et les rend impossibles à utiliser dans les versions précédentes. Cela signifie que si vous créez ou enregistrez un projet dans la version 22.1, vous ne pouvez pas l'ouvrir dans la version 22.0.</p>\n<p>Cependant, les correctifs de la même version sont compatibles, donc si vous créez ou sauvegardez un projet dans le correctif 22.1.3, vous pouvez toujours l'ouvrir dans le correctif 22.1.0.</p>\n<p>Le <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a> génère toujours des fichiers de projet dans la dernière version de IDEA StatiCa et le dernier correctif publié.</p>\n<h2>Ouvrir un ancien projet dans une version plus récente</h2>\n<p>Les modèles conçus dans des versions antérieures de IDEA StatiCa peuvent présenter des différences lorsque vous passez à la version la plus récente. Lors de la mise à jour vers une version plus récente du programme, vous pouvez rencontrer certaines différences associées à l'ouverture de modèles créés dans des versions antérieures.</p>\n<p>Pour vous tenir au courant, veuillez lire les <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">notes de publication</a> pour chaque version majeure et mineure publiée, ainsi que les mises à jour des correctifs et les <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">listes des bogues résolus</a>.</p>\n<p>Vous trouverez ci-dessous une liste des principales modifications apportées à chaque nouvelle version du programme qui peuvent entraîner des changements des résultats :</p>\n<h3>Changements dans la version 25.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Analyse géométrique non linéaire</a> (GMNA)</li>\n  <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Zone d'épandage de soudure</a></li>\n</ul>\n<p>Lire les <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">points principaux</a> et la <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 25.0.</p>\n<h3>Changements dans la version 24.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de la norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Amélioration du maillage autour des trous de boulons et articulations</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est sorti de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> à travers les tiges, bêches et frottement</li>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (Eurocode uniquement)</li>\n</ul>\n<p>Lire les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux</a> et la <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.1.</p>\n<h3>Changements dans la version 24.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (correctif 23.1.1)</li>\n  <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Étendre l'élément à l'aide de l'opération de coupe</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (correctif 23.1.2)</li>\n</ul>\n<p>BIM et SERVICES CLOUD</p>\n<ul>\n  <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Centre de conception structurale gratuit pour tous les logiciels MEF et DAO autorisés</a> et arrêt des plugins Viewer gratuits</li>\n</ul>\n<p>Lisez les <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">points principaux</a> et la <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.0.</p>\n<h3>Changements dans la version 23.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Soudures - autoconception, saisie, avertissements, visualisation</a></li>\n  <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Saisie et visualisation de la position de l'effort de cisaillement</a> (depuis le correctif 23.0.5)</li>\n  <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Réduction de la limite d'élasticité pour les sections creuses en acier à grande résistance</a></li>\n  <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Avertissement pour les soudures et boulons reliant les mêmes platines</a> (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Reconnaissance des fourrures</a> (depuis le correctif 23.0.3)</li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction des boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Calcul détaillé des valeurs des matériaux de conception des assemblages affichées dans le tableau des résultats des platines</a></li>\n  <li>Classes des matériaux d'acier et boulons selon AISC360-22 (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Détection des singularités dans Member</a> (depuis le correctif 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Notes de publication de IDEA StatiCa 23.1.</a></p>\n<h3>Changements dans la version 23.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Vérifications de qualification des assemblages sismiques préqualifiés pour AISC</a></li>\n  <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Mise à jour des normes ANSI/AISC 360-22, CSA S16:19 et des sections Taïwan</a></li>\n  <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Tiges détachées</a> (depuis le correctif 22.1.5)</li>\n  <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Mises à jour de l'Eurocode pour les éléments à voile mince et tiges</a></li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction pour les boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Indexation des bords dans les modèles Member et Connection</a></li>\n  <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Sélection des extrêmes de charge</a> (depuis le correctif 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Fonctionnalité de vérification des contraintes limitée dans Detail</a></li>\n  <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implémentation des pertes à long terme dans Detail</a></li>\n  <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Améliorations pour ACI 318-19 dans Detail</a></li>\n  <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Améliorations de l'arrondissement impérial dans Detail</a></li>\n  <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Temps équivalent pour la flèche dans Beam</a> (depuis le correctif 22.1.3)</li>\n  <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Maillage triangulaire en béton dans Member</a></li>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Notes de publication de IDEA StatiCa 23.0</a>.</p>\n<h3>Changements dans la version 22.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle par rapport au grain des assemblages acier-bois</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Solutionneur GMNIA étendu aux effets de cisaillement et de torsion</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Notes de publication de IDEA StatiCa 22.1.</a></p>\n<h3>Changements dans la version 22.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Charges en équilibre par défaut</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Analyse de fatigue - comment les résultats sont affichés</a></li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Avertissement concernant les boulons traversants pour les sections creuses</a></li>\n  <li>Mise à jour de Connection Lite</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Mise à jour de la définition de l'excentricité d'effort normal pour les poteaux en béton selon l'Eurocode</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Notes de publication de IDEA StatiCa 22.0</a>.</p>\n<h3>Changements dans la version 21.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Options de type de pression diamétrale pour les boulons dans la version 21.1 et suivantes</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Vérifications spécifiques des soudures selon l'Eurocode (EN) et la norme indienne (IS)</a></li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Mise à jour de vérification de résistance au glissement selon SP 16</a></li>\n</ul>\n<p>Pour les utilisateurs de <strong>Gestionnaire des modèles</strong>, utilisez la version 21.1 pour <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transférer vos conceptions dans la nouvelle Connection Library</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Notes de publication de IDEA StatiCa 21.1</a>.</p>\n<h3>Changements dans la version 21.0</h3>\n<p>Le changement le plus important depuis la version 21.0 concerne le modèle analytique des éléments dans Connection, veuillez lire l'article <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Mise à jour du solutionneur CBFEM</a> et l'article de blogue <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Super-éléments condensés - invisibles mais essentiels</a>. L'impact des changements est également décrit dans l'article <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Améliorations du modèle d'analyse dans IDEA StatiCa version 21.0</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Notes de publication de IDEA StatiCa 21.0</a>.</p>\n<h3>Changements dans la version 20.1</h3>\n<p>Nous indiquons ici les articles décrivant les principales différences entre l'ancienne et la nouvelle version.</p>\n<ul>\n  <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Modèle amélioré des contacts</a></li>\n  <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Modèle amélioré pour les soudures bout à bout</a></li>\n  <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Distances d'appui des boulons pour l'Eurocode</a></li>\n  <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Excentricité de platine de raccordement</a></li>\n</ul>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.1</a> et <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.1.</a></p>\n<h3>Changements dans la version 20</h3>\n<p><strong>Refonte de l'opération de fabrication des cornières</strong></p>\n<p>Dans la version précédente, l'opération de fabrication des cornières faisait parfois intervertir les ailes des sections en L, principalement lors de la rotation de l'élément autour de l'axe longitudinal. Désormais, les sections en L sont positionnées correctement et l'orientation des ailes est maintenue lors de l'introduction de rotation de l'élément. Le nouveau mécanisme est basé sur un nouveau positionnement de l'élément (par ses coordonnées locales - plutôt que par ses rotations).</p>\n<p><strong>Systèmes de coordonnées locales des éléments dans les applications MEF/DAO</strong></p>\n<p>Toutes les entités dans les applications MEF/DAO sont créées de manière à ce que leur axe de définition ait un début et une fin. Ces deux points sont pris comme vecteur pour définir le système de coordonnées locales de l'élément. Ces informations sont stockées dans chaque projet d'application MEF/DAO et peuvent être utilisées lors de l'importation. Nous en avons profité pour améliorer l'exactitude de l'importation de la géométrie par notre lien BIM. De l'autre côté, cela change les conditions et l'utilisateur doit faire attention à la façon dont le modèle est créé dans MEF/DAO parce que cela a un impact sur le modèle CBFEM dans Connection. Nous recommandons de faire attention lors de l'importation des projets MEF/DAO dans la version 20, le système de coordonnées locales des éléments peut changer avec le modèle et la différence par rapport au modèle importé dans les versions précédentes est éminente.</p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"\"></figure>\n<p><strong>Compatibilité des projets d'application Member</strong></p>\n<p>L'application IDEA StatiCa Member passe par un développement agile, en particulier l'architecture de stockage des données et l'interface utilisateur guidée. Sur cette base, il est évident que les projets créés dans les anciennes versions peuvent ne pas être ouverts correctement dans la version 20 ou que l'application peut ne pas les ouvrir. Veuillez en tenir compte et excuser IDEA StatiCa pour la gêne occasionnée.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.0</a> et <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changements dans la version 10.1 et antérieures</h3>\n<p>L'une des raisons de la nouvelle interface graphique est que beaucoup d'ingénieurs disaient : «&nbsp;IDEA StatiCa Connection doit être plus à l'abri des erreurs&nbsp;». Ces «&nbsp;erreurs&nbsp;» sont généralement liées à :</p>\n<ul>\n  <li>La définition correcte&nbsp;de la <strong>longueur</strong> <strong>des éléments</strong> – dans le cas d'éléments extrêmement courts ou longs, cela peut avoir une influence considérable sur les résultats. Depuis la version 9, IDEA StatiCa Connection définit automatiquement une longueur appropriée pour tous les éléments.</li>\n  <li><strong>Soudures </strong>– la redistribution plastique des contraintes est de loin la méthode de conception la plus précise pour les soudures et a été introduite dans la version 7.1. Au cours de la version 8 – et pendant une période de transition – elle était la méthode par défaut et coexistait avec les autres méthodes d'évaluation. Depuis la version 9, cette méthode est la seule option disponible et les autres méthodes d'évaluation ont été supprimées afin d'éviter toute confusion parmi les utilisateurs, comme nous l'avons constaté par l'intermédiaire de notre service d'assistance. Cela permet de s'assurer que toutes les soudures du projet sont conçues en toute sécurité et qu'elles sont conformes à la norme.</li>\n</ul>\n<p>Nous avons mis en place plusieurs <strong>mécanismes de vérification</strong> pour IDEA StatiCa Connection depuis la version 9.0 – vérification automatique lorsque l'assemblage est modélisé d'une manière recommandée (vérification des singularités, longueurs des éléments, décalages...). Si l'assemblage n'est pas modélisé correctement, le calcul est interrompu ou un message d'erreur est affiché. Veuillez noter qu'en raison de toutes ces améliorations, l'ouverture de projets provenant de versions antérieures peut engendrer une géométrie de modèle différente qui peut nécessiter des modifications supplémentaires.</p>\n<p>Nous avons également amélioré le <strong>maillage </strong>des sections creuses – IDEA StatiCa Connection depuis la version 9.0 génère un maillage plus fin sur les éléments avec sections creuses, ce qui peut conduire à des résultats légèrement différents par rapport aux versions antérieures.</p>\n<p>Nous affichons l'avertissement de compatibilité à chaque ouverture d'un projet provenant des anciennes versions :</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"\"></figure>"
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                    "value": "<h2>Points principaux de la version 24.1</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8ab1ba7b_43b7_0196_2c06_f17ee13c51f7\"></object>\n<h2>Conception en béton</h2>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail est vérifié</strong></a> et prêt pour la conception des <strong>ancrages en 3D </strong>considérant le <strong>ferraillage réel</strong>, ce qui résout le problème des tiges près de bords de béton.</li>\n  <li>La nouvelle analyse de <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>déversement</strong></a> dans l'application <strong>Beam</strong> et des <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>combinaisons ELS</strong></a> dans Detail <strong>pour la conception des éléments préfabriqués</strong>.</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Modèles pour 2D Detail</strong></a>&nbsp;prêts à utiliser vous aident à démarrer avec le processus de modélisation en quelques secondes.</li>\n</ul>\n<h2>Conception d'assemblages en acier</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Modèles paramétriques</strong></a><strong> </strong>pour des assemblages en acier typiques ou répétitifs. La série IDEA comprend 50 modèles et vous pouvez en créer d'autres vous-même.</li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\"><strong>Accélération de l'application Connection</strong></a> avec le démarrage plus court, réponses plus rapides dans le menu Backstage et <strong>optimisation </strong>de la présentation des résultats et <strong>de l'usage de mémoire </strong>pour les grands projets.</li>\n  <li><strong>Améliorations de l'interface utilisateur - </strong><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion d'élément du projet et matériau</a><strong>, </strong><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">outil de mesure</a>, <a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">sélection/édition multiple</a> et <a data-item-id=\"d0b73776-87a3-52b5-8aca-6fae3f08b94e\" href=\"\">importation des platines de DXF</a>.</li>\n  <li><strong>Améliorations d'Eurocode </strong>comprennent la <a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">sélection de norme automatique entre 1993-1-8 et 1992-4</a>. <strong>Canada et Australie</strong> peuvent profiter de l'offre des <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#PJP-welds-for-CSA-and-AS\">soudures à pénétration partielle</a>, <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Update-of-cross-section-and-material-databases\">base de données des formes actualisée de AISC v16.0</a> et <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#material-defaults-aisc-as\">paramétrage des matériaux par défaut</a>.</li>\n  <li>Les<strong> </strong><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\"><strong>capacités de Viewer</strong></a><strong> </strong>ont été renforcées pour la coopération en équipe par le partage des modèles avec les <strong>liens URL </strong>et <strong>gestion des liens. </strong>On a ajouté<strong> </strong>des <a href=\"https://www.ideastatica.com/support-center/the-ui-of-the-idea-statica-viewer-tool#The-right-Property-panel\">informations de modèle supplémentaires</a> - types et tailles de soudures, type de modèle, axes d'articulation, coordonnées spatiales des assemblages.</li>\n  <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Bibliothèque des assemblages</strong></a><strong> </strong>propose des conceptions précisément pour des modèles spécifiques dans le Viewer.</li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li>Le <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\"><strong>plug-in Hilti PROFIS</strong></a> permet aux 200k+ utilisateurs actuels de Hilti d'exporter des charges, matériaux et sections depuis leur application MEF vers Hilti PROFIS Engineering via Checkbot.</li>\n  <li>Conceptions des assemblages sont applicables aux <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\"><strong>groupes de nœuds dans Checkbot</strong></a>&nbsp;créés automatiquement selon la géométrie et section transversale ou définis par l'utilisateur.&nbsp;</li>\n  <li>La <a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>vitesse de l'application a augmenté</strong></a><strong> </strong>par 60% et elle ouvre des projets avec jusqu'à 1000&nbsp;nœuds en quelques secondes.</li>\n  <li>Capacités d'exportation agrandies par l'<a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\"><strong>exportation IFC</strong></a><strong> </strong>pour des fichiers simples ou à plusieurs assemblages.</li>\n  <li>Vérifiez la compatibilité de votre logiciel dans la liste des <a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\"><strong>versions autorisées dans 24.1</strong></a><strong>.</strong></li>\n</ul>\n<h2>Usage et licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\"><strong>Nouveau paramétrage de projet</strong></a> avec exportation et partage et la possibilité d'adapter aux annexes nationales.</li>\n  <li>Type de licence <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Authentification unique (SSO)</strong></a> est disponible pour tous les clients Enterprise.</li>\n  <li>Les administrateurs de licence peuvent regarder les<strong> </strong><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\"><strong>rapports mensuels d'usage</strong></a><strong> </strong>des applications IDEA StatiCa.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e43d5746_5275_01bb_848f_37021cb2508a\"></object>"
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                    "value": "<p>IDEA StatiCa est un outil permettant de résoudre des tâches complexes en 3D et est entièrement vérifié pour l'ancrage dans des blocs de béton. Cette solution vous permet d'effectuer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU). Nous disposons ainsi d'un outil permettant de saisir tous les types de <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">ruptures de béton</a> pour les fondements. Avec IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> pour la vérification des ancrages, nous proposons un ensemble complet pour tous ceux qui travaillent avec les assemblages acier-béton.</p>\n<p>L'amélioration du transfert de cisaillement, amélioration des résultats et intégration simplifiée entre <strong>IDEA StatiCa Connection</strong> et <strong>IDEA StatiCa Detail</strong>, ainsi que les vérifications, signifient que la solution est maintenant entièrement capable de traiter des exemples réels et pratiques de n'importe quel type d'ancrage.</p>\n<h3>Quelles sont les améliorations principales par rapport à la version BÊTA ?</h3>\n<ul>\n  <li><strong>Appareils de transfert de cisaillement :</strong> Entités fondamentales qui permettent la conception générale de tous les types d'ancrage <strong>(tiges, bêches et frottement)</strong>. Tous les types correspondent aux options dans IDEA StatiCa Connection, ce qui permet une importation aisée. Lisez la note de publication séparée consacrée aux <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Appareils de transfert de cisaillement</a>.</li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n  <li><strong>Sections des résultats&nbsp;</strong>: Dans le cadre des améliorations pour mieux comprendre les résultats, Detail offre la possibilité de voir le comportement réel de la structure. Lire la note de publication séparée : <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n  <li><strong>Exportation complète de Connection avec de nouvelles entités : </strong>L'importation est possible, y compris toutes les informations sur les matériaux, les types de tiges et leurs traitements finaux. Lire la note de publication séparée : <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection vers Detail</a></li>\n  <li><strong>Grille du plan de travail&nbsp;:</strong> Une nouvelle grille facilite l'identification des surfaces lors de la modélisation, ferraillage, création de sections, etc. Lire la note de publication séparée : <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Amélioration de la modélisation – Grilles et poids propre</a></li>\n  <li><strong>Poids propre :</strong> L'application inclut un autre type de charge, le poids propre. Il est automatiquement calculé en fonction des dimensions et matériau sélectionné.</li>\n  <li><strong>Maillage affiné autour des tiges :</strong> Le maillage autour des tiges a été localement affiné pour obtenir des résultats précis. Ce paramétrage ne peut pas être modifié. Le maillage est généré automatiquement.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Description complète des fonctionnalités de 3D Detail.</a></p>\n<p><em>Note : Actuellement pour l'Eurocode (EN) seulement.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b335540c_7ff4_017f_4617_c09c66db4e89\"></object>\n<h3>Limites connues de 3D Detail</h3>\n<p>Comme Detail n'est qu'un outil qui ne peut pas remplacer le jugement des ingénieurs, il est nécessaire de bien comprendre ses fonctions, ses avantages et ses limites. Lisez les limites qui doivent être prises en compte :</p>\n<ul>\n  <li>La solution ne convient qu'au<strong> béton armé.</strong></li>\n  <li>L'application fournit des<strong> vérifications ELU</strong> conformément à la norme EN.</li>\n  <li><strong>Un seul bloc de béton</strong> est autorisé dans Detail.</li>\n  <li>Dans Detail, les tiges ne sont vérifiées que pour la résistance à la traction. Il est nécessaire d'<strong>utiliser Connection pour les vérifications de cisaillement et d'interaction</strong>.</li>\n  <li>Seuls les modèles <strong>ancrés par un pied de poteau</strong> et <strong>seulement</strong> <strong>contact direct </strong>peuvent être importés dans Detail (à partir de Connection).</li>\n  <li><strong>Les charges importées et saisies par l'utilisateur ne peuvent pas être combinées dans le même modèle.</strong></li>\n</ul>\n<p>Pour une liste complète des limites et des explications complémentaires, consultez l'article : <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail</a></p>\n<h3>Vérifications</h3>\n<p>Nous soulignons encore une fois que, bien que Detail 3D soit une solution générale pour modéliser n'importe quel détail, nous vérifions les exemples étape par étape. L'accent est actuellement mis sur la vérification des fonctionnalités liées à l'<a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">ancrage</a>. Vous trouverez ci-dessous une vue d'ensemble des cas d'utilisation possibles et projets de développement ultérieurs :</p>\n<table><tbody>\n  <tr><td><strong>Cas d'utilisation</strong></td><td><strong>Fonctionnalité prête</strong></td><td><strong>Vérification fournie</strong></td><td><strong>Vérification dans la version</strong></td></tr>\n  <tr><td>Fondements des poteaux en acier</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Ancrages généraux des éléments en acier<br>\n(poutres, contreventements, tiges de levage...)</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Utilisation générale de Detail 3D pour d'autres cas (têtes de pieux, têtes de piliers, etc.)</td><td>OUI</td><td>NON</td><td>en cours de développement</td></tr>\n  <tr><td>Type de modèle de voile</td><td>NON</td><td>NON</td><td>en cours de développement</td></tr>\n</tbody></table>\n<p>Nous mettons continuellement à jour et ajoutons de nouvelles <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&amp;label=detail_3d\">vérifications pour 3D Detail</a> où nous vérifions la fonctionnalité et les hypothèses. 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                            "value": "<p>L'ancrage dans un bloc de béton simple peut être modélisé et vérifié dans IDEA StatiCa Connection. Parfois, il peut être utile ou nécessaire d'ajouter du ferraillage au bloc de béton. Bien que cette capacité ne soit pas disponible dans l'application Connection, nous avons 3D Detail. 3D Detail se concentre sur la résolution des ancrages dans les blocs de béton et sur l'analyse des éléments d'ancrage et du bloc de béton lui-même. De plus, un lien direct est mis en place entre les applications Connection et Detail pour simplifier le processus.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Les utilisateurs de Connection qui conçoivent des <strong>ancrages selon l'Eurocode</strong> peuvent <strong>importer leur modèle de Connection vers l'application avancée 3D Detail en cliquant sur un seul bouton</strong>.</p>\n<h3>Comment ça fonctionne ?</h3>\n<ul>\n  <li>L'importation n'est autorisée que pour les ancrages. S'il n'y a pas de bloc de béton dans le modèle Connection, l'exportation vers Detail est désactivée («&nbsp;Vérification de béton armé&nbsp;»).</li>\n  <li>Il faut calculer le modèle dans Connection. Si les résultats ne sont pas disponibles, l'icône d'exportation («&nbsp;Vérification de béton armé&nbsp;») est désactivée.</li>\n  <li>Un seul bloc de béton est autorisé pour l'importation/exportation.</li>\n</ul>\n<p>Pour une liste complète des limitations et des explications complémentaires, voir l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail.</a></p>\n<h3>L'attache est importée, y compris</h3>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection :</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">par adhérence</a> / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h3>Comment exporter l'ancrage de Connection vers Detail</h3>\n<p>Tout d'abord, créez un modèle d'ancrage dans Connection selon l'Eurocode et cliquez sur le bouton Calculer.</p>\n<p>Lorsque les résultats existent, l'exportation des semelles est activée. En cliquant sur le bouton «&nbsp;<strong>Vérification de béton armé</strong>&nbsp;» au ruban, une boîte de dialogue demandant l'emplacement et le nom du fichier Detail nouvellement créé apparaît.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>Après une exportation réussie, le projet dans Detail est créé. La géométrie du bloc de béton et du pied de poteau, la position et les attributs des tiges et la charge sont automatiquement transférées vers Detail. L'appui superficiel situé sur la surface inférieure du bloc de béton est automatiquement créé.</p>\n<p>La partie la plus délicate de ce processus est l'importation de la charge. Pour chaque effet de charge calculé dans Connection, le cas de charge et la combinaison ELU correspondants&nbsp;sont automatiquement créés dans Detail.</p>\n<ul>\n  <li>Le pied de poteau est chargé par des <strong>efforts dans les soudures</strong> qui sont modélisés comme un <strong>groupe d'efforts. </strong>Pour le chargement du pied de poteau lui-même, le chargement importé est représenté par un groupe d'efforts selon les contraintes dans les soudures entre le pied de poteau et les éléments en acier dans le modèle Connection.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n  <li>Les tiges sont modélisées et chargées indépendamment du pied de poteau et elles sont chargées axialement par des charges ponctuelles. Le chargement des tiges est représenté dans la scène par deux flèches dans les directions opposées. Une flèche représente l'effort de traction agissant uniquement sur la partie supérieure de la tige. L'autre représente l'effort de compression agissant sur le pied de poteau.</li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>La case à cocher «&nbsp;Transfert des efforts axiaux&nbsp;» est décochée par défaut parce que les tiges sont chargées par les efforts directement.</p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n  <li>Le cisaillement est transféré selon le paramétrage dans Connection par l'une des options suivantes – tiges, bêches ou frottement. Si l'effort de cisaillement est transféré par des tiges, vous pouvez désactiver des tiges spécifiques en décochant la case «&nbsp;Transfert de cisaillement&nbsp;». Si le frottement ou les bêches sont sélectionnées, le cisaillement dans les tiges n'est jamais pris en compte dans le modèle.</li>\n</ul>\n<p>Il ne reste qu'à ajouter le ferraillage et calculer le modèle.</p>\n<p>Vous trouverez plus d'informations générales sur Detail comme solution pour votre ancrage dans l'article <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail hors de Bêta</a>.</p>\n<p><em>Note : Les vérifications de norme dans 3D Detail ne sont disponibles actuellement que pour l'Eurocode (EN).</em></p>\n<p>Publié dans IDEA StatiCa version 24.1.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<p>En pratique, l'<strong>analogie des fermes (S&amp;T)</strong> et des méthodes des <strong>champs de contrainte</strong> sont couramment utilisées pour concevoir les régions de discontinuité dans les structures en béton armé et précontraint. La <strong>méthode des champs de contrainte compatibles (CSFM)</strong> a été développée en étendant ces théories classiques, ce qui permet un haut degré d'automatisation et est cohérent avec la norme de conception. Malgré sa simplicité, la méthode fournit une description très réaliste de la réaction d'une structure en béton à la fois dans l'état limite ultime (ELU) et état limite de service (ELS). La CSFM est mise en œuvre dans <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">IDEA StatiCa Detail</a>.</p>\n<figure data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fd8d041-20d1-40a8-9a71-eb9cdce27155/7.png\" data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" alt=\"\"></figure>\n<p><em>Image 1 a) Voile avec ouvertures b) Voile de cisaillement c) Poutre avec extrémités réduites et ouvertures d) Pile de pont e) Diaphragme de pont</em></p>\n<p>Les procédures standard de conception des sections transversales des structures en béton peuvent être utilisées dans les zones où l'hypothèse de Navier-Bernoulli de distribution des déformations au plan s'applique (région B). Les endroits où cette hypothèse ne s'applique pas sont appelés <strong>régions de discontinuité (régions D)</strong>. Il s'agit des parties des structures où apparaissent des charges concentrées ou où il y a un changement soudain de la section transversale tel qu'extrémités réduites (Image 1c), poutres voiles, voiles avec des ouvertures (Image 1a, 1b), consoles ou têtes de pieux. Dans le domaine de l'ingénierie des ponts, il s'agit par exemple des têtes de piliers (Image 1d), diaphragmes (Image 1e), déviateurs, etc.</p>\n<h2>1. Analogie des fermes</h2>\n<p>L'hypothèse de base lors de la définition d'un modèle d'analogie des fermes est que la résistance à la traction du béton est négligée. Une simple analogie des fermes consiste en des éléments agissant en compression et en traction, représentant le comportement ELU. En général, il ne s'agit pas d'un problème complexe et la définition d'une analogie des fermes de base (Image 2a) ne devrait pas poser de problème à un ingénieur expérimenté. Cependant, même pour cette tâche élémentaire, l'évaluation correcte du modèle conformément à la norme de conception peut être un processus fastidieux, manuel et itératif.</p>\n<figure data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aecb55f-dac0-47db-a25c-48082e5e70c4/Untitled%20design.png\" data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" alt=\"\"></figure>\n<p><em>Image 2 a) Analogie des fermes, option 1 b) Analogie des fermes, option 2 c) Analogie des fermes, option 3</em></p>\n<p>Il faut évaluer les tiges, zones nodales et déformations transversales&nbsp;en traction dans les entretoises. Si le modèle ne satisfait pas la vérification, il faut ajuster la géométrie de l'analogie ou en créer une autre (Image 2b, 2c). Cela conduit souvent les ingénieurs en structure à ne choisir la géométrie de l'analogie des fermes qu'une seule fois&nbsp;et à n'évaluer que le ferraillage, ce qui peut causer une erreur substantielle. Cela peut conduire à une erreur substantielle. Le choix du modèle est toujours une question d'expérience. Pour des détails structurels plus complexes, le choix d'une analogie des fermes qui correspondra suffisamment au comportement réel de la structure peut ne pas être aussi facile que dans le cas ci-dessus. Par ailleurs, l'analogie des fermes ne permet de concevoir que des états limites ultimes. Elle ne permet pas la conception des <strong>états limites de service (déformation, fissuration)</strong> qui sont des critères critiques, en particulier dans les structures d'importance significative, car ils ont un impact direct sur la durée de vie de la structure.</p>\n<h2>2. Méthode des champs de contrainte compatibles – CSFM</h2>\n<p>La CSFM est une <strong>méthode non linéaire</strong> moderne pour l'analyse des régions D et des éléments dont le comportement peut être simplifié à une contrainte au plan, c'est-à-dire un modèle 2D. Cependant, elle repose toujours sur une hypothèse fondamentale et sûre des normes : <strong>le béton n'agit pas en traction</strong> et toute traction doit être transférée par le ferraillage. La méthode des champs de contrainte compatibles (CSFM) est une évolution des méthodes d'analogie des fermes et des champs de contrainte, supprimant leurs principaux inconvénients mentionnés ci-dessus : incertitudes dans la sélection du modèle, difficulté d'automatisation et incapacité à évaluer les états limites de service.</p>\n<figure data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e760312-8401-44c8-aae1-020b514876fb/2.png\" data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" alt=\"\"></figure>\n<p><em>Image 3 a) Déformation simple b) Contrainte principale c) CSFM</em></p>\n<p>Le principe de la CSFM peut être expliqué sur la <strong>contrainte simple </strong>de l'élément de base au plan d'une structure en béton armé. La figure 3a montre l'élément 2D de base en contrainte simple tel que nous le connaissons de tous les manuels sur l'élasticité et la résistance. Il s'agit de la contrainte en un point de la structure, obtenue par exemple par une analyse d'élasticité linéaire à l'aide de la méthode des éléments finis (MEF). L'élément est soumis à une contrainte normale horizontale σ<sub>x</sub>, une contrainte normale verticale σ<sub>z</sub> et une contrainte de cisaillement τ<sub>xz</sub>. À partir de ces contraintes, on peut déterminer les<strong> contraintes</strong> <strong>principales</strong> et leur direction définie par l'angle θ (Image 3b). L'élément est alors soumis à la contrainte de traction principale σ<sub>1</sub> et à la contrainte de compression principale σ<sub>2</sub>.</p>\n<p>Comment sera la déformation du même élément analysé par CSFM ? La déformation est illustrée à l'image 3c. Le béton en compression apparaît dans la direction de la contrainte de compression principale σ<sub>2</sub>. Un champ de contrainte avec une contrainte σ<sub>c2</sub> est généré. Comme mentionné ci-dessus, l'hypothèse de base est que le béton n'agit pas en traction. Par conséquent, la contrainte de traction principale transversale σ<sub>1</sub> ne sera pas transférée par le béton et une fissure apparaîtra perpendiculairement à cette direction. La contrainte σ<sub>c1r</sub> doit donc être zéro. Pour éviter la rupture de notre élément 2D, toutes les contraintes de traction doivent être transférées par le ferraillage (en bleu sur l'image 3c), qui doit faire partie du modèle de calcul.</p>\n<p>Si cette analyse de contrainte est effectuée à l'aide de CSFM de<strong> manière continue sur l'ensemble de la région 2D</strong> à résoudre, le résultat est un champ de compression continu dans le béton ainsi que les contraintes de traction et de compression dans le ferraillage. L'image 4 est une représentation graphique simplifiée du champ de contrainte CSFM. Outre les taux d'utilisation de béton et ferraillage, l'image indique également les directions variables des contraintes calculées σ<sub>c2</sub> le long des régions.</p>\n<figure data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc56c80f-67f3-481d-a2c8-26dacc258bb2/csfm%20explained%20%281%29.png\" data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" alt=\"\"></figure>\n<p><em>Image 4 Résultats globaux de IDEA StatiCa Detail</em></p>\n<p>L'analyse d'un détail ou d'une structure à l'aide de <strong>CSFM est basée sur la méthode des éléments finis</strong>. Le béton est modélisé avec des éléments de voile 2D et le ferraillage avec des éléments 1D (Image 7). L'analyse n'est pas effectuée en une seule étape puisqu'il s'agit d'un problème non linéaire. Les charges sont appliquées par incréments au cours du calcul et la solution du système d'équations non linéaires est trouvée à l'aide de la <strong>méthode de Newton-Raphson</strong>.</p>\n<p>Les fissures fictives (ε<sub>1</sub> étant la valeur moyenne) sont «&nbsp;formées&nbsp;» perpendiculairement à la direction des contraintes principales qui peut changer au cours du calcul non linéaire car l'élément «&nbsp;est fissuré progressivement&nbsp;» à chaque incrément de charge. En résumé, on considère une fissure rotative fictive sans contrainte.</p>\n<p>Le résultat de la solution MEF utilisant CSFM est un champ de contrainte compatible (c'est-à-dire que le béton ne se décompose pas en éléments individuels agissant indépendamment dans le modèle) et l'état de déformation qui sont continus dans l'ensemble du domaine 2D en cours de résolution. Il s'agit d'un avantage majeur par rapport aux approches classiques d'analogie des fermes qui permet d'automatiser et affiner le modèle de calcul comme décrit dans les paragraphes suivants.</p>\n<figure data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40e41bf7-4a81-4245-bd1b-843963c104e8/3.png\" data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" alt=\"\"></figure>\n<p><em>Image 5 Principe du ramollissement du béton</em></p>\n<p>La formulation simple de CSFM permet d'utiliser le diagramme standard de contrainte-déformation uniaxial parabolique-rectangulaire pour le béton en compression conformément à la norme. Comme on le sait, la résistance à la compression du béton diminue lorsque le béton est endommagé par des fissures transversales (Image 5). Cet effet dit <strong>ramollissement par compression </strong>est inclus dans la méthode en prenant automatiquement en compte la résistance effective à la compression du béton.</p>\n<p>Le coefficient de réduction k<sub>c</sub> est déterminé en fonction du niveau des déformations transversales par traction ε<sub>1</sub> et le diagramme de contrainte-déformation du béton est ajusté (Image 5). Puisqu'on connait le champ des déformations dans l'ensemble de la structure, la résistance effective à la compression du béton peut être calculée automatiquement dans les sections individuelles selon le niveau local des déformations transversales par traction ε<sub>1</sub>.</p>\n<figure data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51628156-5014-4501-8f28-9f3b93783840/1.png\" data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" alt=\"\"></figure>\n<p><em>Image 6 Principe de raidissement par traction</em></p>\n<p>En outre, CSFM prend en compte l'<strong>effet de raidissement</strong> du béton en traction entre les fissures sur le ferraillage, appelé raidissement par traction. Dans le modèle de calcul, le degré de ferraillage moyen ε<sub>m</sub> est utilisé. Le diagramme de contrainte-déformation du ferraillage est alors modifié (Image 6). Cela permet une représentation réaliste de la rigidité de la structure en béton armé endommagée par des fissures. Cependant, il est toujours vrai que la résistance à la traction du béton ne contribue pas à la capacité ultime. La contrainte maximale dans le ferraillage σ<sub>sr</sub> dans les fissures est essentielle pour la conception (Image 6).</p>\n<p>CSFM utilise des modèles de matériaux uniaxiaux communs (diagrammes de contrainte-déformation) définis dans les <strong>normes de conception</strong>. L'approche standard, la méthode des coefficients partiels de sécurité, est ensuite utilisée pour évaluer l'ELU. La simplicité de la méthode la rend adaptée à la pratique de l'ingénierie et est cohérente avec les normes de conception.</p>\n<p>Même s'il s'agit d'une analyse MEF non linéaire, l'ingénieur en structure n'a pas besoin de saisir des attributs supplémentaires des matériaux et des caractéristiques du béton au calcul qui peuvent même ne pas être disponibles lors de la conception et qui sont nécessaires, par exemple, pour les analyses MEF non linéaires basées sur la mécanique de la rupture. Comme indiqué précédemment, l'un des principaux avantages de l'analyse CSFM, outre les états limites ultimes, est la capacité d'évaluer les <strong>états limites de service : flèche, limites de contrainte et, en particulier, ouverture des fissures</strong>.</p>\n<figure data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8fd3f66a-63b9-4aba-bb10-9e12889ed7d4/Finite%20element%20model.png\" data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" alt=\"\"></figure>\n<p><em>Image 7 Exemple de représentation d'un modèle d'éléments finis dans IDEA StatiCa Detail</em></p>\n<p>(Image 7) Le modèle MEF dans CSFM est composé de plusieurs types d'éléments finis :</p>\n<ul>\n  <li>Élément 1D avec rigidité axiale pour le ferraillage</li>\n  <li>Élément 2D isoparamétrique pour le béton</li>\n  <li>Ressorts pour le modèle d'ancrage du ferraillage avec extrémité traitée</li>\n  <li>Élément 2D spécial pour modéliser la cohésion entre le ferraillage et le béton</li>\n  <li>Contraintes rigides et interpolantes (contraintes multipoints, MPC) entre les éléments de cohésion et le béton</li>\n</ul>\n<p>Si le ferraillage conçu empêche la rupture fragile de l'élément, il a été démontré que la méthode CSFM donne de très bonnes prédictions de la réponse et de la capacité ultime de la structure malgré la simplicité de la formulation. Autrement dit, la méthode n'est pas adaptée, par exemple, à la conception de poutres sans ferraillage de cisaillement transversal qui présentent un potentiel de comportement fragile. Les <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">vérifications</a> de la méthode, y compris des expériences, sont données dans [1]. Une description plus détaillée de la méthode dépasse le cadre du présent document et peut également être trouvée dans la <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Base théorique</a>.</p>\n<p>Il est clair que les principes de la méthode CSFM sont généraux et son application n'est donc pas limitée aux régions de discontinuité, mais peut être utilisée pour modéliser des éléments entiers, par exemple des poutrelles préfabriquées, et lorsque l'élément peut être simplifié en un modèle 2D au plan. La méthode et sa mise en œuvre dans le logiciel (IDEA StatiCa Detail) ont également été développées avec la possibilité de saisir le <strong>ferraillage précontraint et post-contraint</strong>.</p>\n<h2>3. Exemple de conception d'une tête de pilier</h2>\n<p>L'application pratique de CSFM est illustrée par la conception de tête de pilier de pont à l'image 8. Il s'agit du deuxième pilier d'un pont continu avec trois travées de 30,0 m, 42,0 m et 30,0 m. La tête du pilier en béton armé est conçue en béton C40/50 et son épaisseur (dans la direction longitudinale du pont) est 2,0 m.</p>\n<figure data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7bd9ebbf-5d30-448a-93e2-c89641d05677/4.png\" data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" alt=\"\"></figure>\n<p><em>Image 8 Tête de pilier : a) Conception sommaire ; b) Contrainte de compression dans le béton en ELU ; c) Contrainte de traction dans le ferraillage en ELU ; d) Ouverture des fissures en ELS</em></p>\n<p>Au sommet de la tête de pilier, une poutre transversale avec le ferraillage B500 20xϕ28+20xϕ25 – les quatre couches supérieures – a été conçue tout d'abord. L'image 8a montre une conception sommaire à l'état limite ultime, indiquant les contraintes de compression dans le béton, les directions des contraintes de compression et les contraintes dans le ferraillage. La distribution plus détaillée des contraintes dans le béton et ferraillage est ensuite documentée dans les images 8b et 8c. Le ferraillage transversal se trouve juste en dessous de la limite d'élasticité et les contraintes dans le béton (et les déformations relatives) sont satisfaisantes à l'ELU. Cependant, le résultat du calcul de l'ouverture des fissures (image 8d) montre que la conception ne satisfait pas à l'<strong>ELS&nbsp;</strong>: w<sub>max</sub> = 0,36 mm &gt; w<sub>lim</sub> = 0,3 mm. <strong>Pour respecter l'ouverture des fissures limite, il est nécessaire d'augmenter le ferraillage </strong>de la poutre transversale à 20xϕ32+20xϕ28. Dans le cas de w<sub>lim</sub> = 0,2 mm (par exemple pour un pilier près d'une route générant une projection des sels, niveau d'influence environnementale XF2), le ferraillage de la poutre transversale devrait être augmentée encore plus à 24xϕ32+24xϕ28.</p>\n<h2>Conclusion</h2>\n<p>CSFM convient à la pratique de l'ingénierie parce que la méthode utilise des <strong>modèles de matériaux simples définis dans la norme de conception</strong>. En plus des états limites ultimes, elle permet également de concevoir les états limites de service dont l'évaluation était auparavant difficile à imaginer en utilisant l'analogie des fermes. En introduisant la méthode dans <strong>IDEA StatiCa Detail</strong>, il est alors possible de capturer de manière réaliste la réponse de la structure et de concevoir et évaluer les régions de discontinuité et les assemblages plus importants de manière efficace et sûre.</p>\n<p>La CSFM a été développée principalement grâce au travail du professeur Walter Kaufmann, directeur de l'ingénierie structurelle de l'École polytechnique fédérale de Zurich (EPFZ). Lui et son équipe ont également <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">vérifié la méthode et sa mise en œuvre logicielle</a>.</p>\n<h2>Littérature</h2>\n<p>[1] KAUFMANN, Walter, et al : Compatible stress field design of structural concrete, ETH Zurich, 2020, ISBN 978-3-906916-95-8,</p>\n<p>[2] KAUFMANN, W., MARTI, P. : Structural Concrete : Cracked Membrane Model. Journal of Structural Engineering 124 (12) : 1467-75, 1998 https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467)</p>\n<p>[3] KRAUS, M., M. WEBER, W. KAUFMANN, W, BOBEK, L. : Numerical analysis of experimentally tested frame corners with opening moments using the Compatible Stress Field Method (CSFM). In : Computational Modelling of Concrete and Concrete Structures, pp. 694-03. CRC Press, 2022 <a href=\"https://doi.org/10.1201/9781003316404\">https://doi.org/10.1201/9781003316404</a></p>\n<h2>Auteur de l'article</h2>\n<p>Ing. Pavel Kaláb, PhD.</p>\n<p>IDEA StatiCa s.r.o.</p>"
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                                                    "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 23)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 23).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 24 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 24. A crack kinematic without slip (pure crack opening) is considered (Fig. 24a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 24b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models presented in Section 1.2.4 by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 24c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 25) by means of the model presented in Section 1.2.4.</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 25\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>"
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                                            "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h2>Structural design of concrete discontinuities in IDEA StatiCa Detail</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#reinforcement-structural-design\">Reinforcement structural design</a><br>\n<a href=\"#finite-element-implementation-idea-statica-detail\">Finite element implementation in IDEA StatiCa Detail</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#finite-element-types\">Finite element types</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#meshing\">Meshing</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#presentation-of-results\">Presentation of results</a><br>\n<a href=\"#structural-element-verification-idea-statiCa-detail\">Structural element verification in IDEA StatiCa Detail</a><br>\n<a href=\"#verification-of-the-structural-concrete-elements\">Verification of the structural concrete elements (EN)</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#material-models\">Material models</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#safety-factors\">Safety factors</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n &nbsp;&nbsp;&nbsp;- <a 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data-codename=\"theoretical_background_detail___serviceability_lim\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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                                    "value": "<p>Dans IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, les utilisateurs ont la possibilité de créer des modèles d'assemblage en utilisant des paramètres (relations définies entre des entités individuelles). La conception paramétrique permet aux utilisateurs de concevoir des assemblages standardisées de manière efficace - <strong>lisez comment travailler avec les paramètres</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">dans cet article.</a></p>\n<p>L'intégration de <strong>modèles paramétriques</strong> dans <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offre une approche transformationnelle des flux de travail des concepteurs d'assemblage. <strong>Elle permet aux utilisateurs de créer et d'utiliser une collection universelle de modèles qui peuvent être facilement personnalisés et déployés dans différents contextes de conception.</strong></p>\n<h2>Comment cela fonctionne-t-il ?</h2>\n<p>L'utilisateur peut télécharger lassemblage créé vers son entreprise ou son ensemble personnel, comme pour n'importe quelle conception, et il peut même le faire <strong>avec les paramètres définis</strong>. Une fois que la même géométrie est présente dans le projet et que la solution peut être répétée, l'utilisateur peut appliquer cette conception préparée à l'avance (modèle) avec tous les paramètres.</p>\n<figure data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0a53fd0-929f-4053-9c8c-37b522604485/parametric_template_3.png\" data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" alt=\"\"></figure>\n<p>En outre, après avoir proposé le modèle, il est possible de <strong>modifier les paramètres directement</strong> <strong>dans la fenêtre de conception principale</strong> et il n'est pas nécessaire de passer en mode développeur. Cet environnement convivial permet aux utilisateurs moins expérimentés de travailler avec des paramètres prédéfinis en toute sécurité selon les préréglages des concepteurs seniors.</p>\n<figure data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21f4f5f7-4808-4e52-ad70-4c7446950a47/parametric_template_5.png\" data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" alt=\"\"></figure>\n<p>L'optimisation ultérieure est très simple, car il est possible d'éviter de modifier chaque entité une par une lors de l'utilisation des opérations.</p>\n<p>En modifiant un paramètre, <strong>plusieurs étapes</strong> peuvent être réalisées en même temps. Par exemple, lorsque l'on modifie la largeur de l'élargisseur, ce n'est pas seulement l'élargisseur lui-même qui est affecté, mais aussi toutes les soudures associées et l'emplacement du raidisseur :</p>\n<figure data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a920b12e-d9f6-4545-9616-2b4e45b7c256/parametric_template_4.png\" data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" alt=\"\"></figure>\n<p>Les modifications verrouillées dans la liste des propriétés de certaines opérations de fabrication sont désactivées dans de tels cas. Cependant, si l'utilisateur le souhaite, il peut casser les paramètres à l'aide du bouton<strong>\"exploser</strong>\" et continuer à modifier les opérations.</p>\n<p>Les modèles auxquels les paramètres sont liés sont marqués d'un {p} minuscule. Plusieurs modèles paramétriques ont déjà été préparés et mis à disposition dans le <strong>jeu de modèles prédéfinis par l'équipe IDEA StatiCa</strong>.</p>\n<figure data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f541105-3c13-4356-9547-4495dfdbfdce/parametric_template_1.png\" data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" alt=\"\"></figure>\n<h2>Quels sont les avantages des modèles paramétriques ?</h2>\n<ul>\n  <li><strong>Modèles universels</strong>: Les concepteurs peuvent accéder à une large collection de modèles paramétriques à partir de Connection Library. Ces modèles sont conçus pour être universellement applicables et constituent une base solide pour un large éventail de projets.</li>\n  <li><strong>Personnalisation paramétrique</strong>: Grâce à l'onglet Développeur, les utilisateurs peuvent définir des paramètres spécifiques pour chaque modèle, ce qui permet un haut degré de personnalisation et de flexibilité dans la conception.</li>\n  <li><strong>Identification des modèles</strong>: Les modèles paramétriques sont facilement identifiables par le symbole {p}, ce qui permet aux utilisateurs de les reconnaître et de les sélectionner rapidement pour leurs projets.</li>\n  <li><strong>Filtrage amélioré de la bibliothèque</strong>: Le filtre de la fenêtre de proposition de Connection Library permet aux utilisateurs de trouver efficacement des modèles paramétriques parmi l'offre étendue de la bibliothèque.</li>\n  <li><strong>Contrôle de la publication</strong>: Lorsqu'un assemblage contient des paramètres, les concepteurs ont la possibilité de publier ces modèles paramétriques dans Connection Library. Cette fonctionnalité permet de partager des modèles personnalisés avec l'ensemble de la communauté des utilisateurs ou de les garder confidentiels pour un usage individuel ou interne.</li>\n</ul>\n<h2>Impact sur le flux de travail</h2>\n<p>L'inclusion de modèles paramétriques dans Connection Library représente une avancée significative dans le processus de conception pour les concepteurs d'assemblage. Cette fonctionnalité simplifie le processus de conception en fournissant :</p>\n<ul>\n  <li><strong>Efficacité</strong>: L'utilisation de modèles accélère la phase de conception, ce qui permet des itérations et des modifications plus rapides.</li>\n  <li><strong>Cohérence</strong>: Les modèles paramétriques garantissent la cohérence de la conception d'un projet à l'autre, ce qui est essentiel pour maintenir les normes et la qualité.</li>\n  <li><strong>Collaboration</strong>: La possibilité de partager des modèles personnalisés améliore la collaboration entre les équipes et avec l'ensemble de la communauté des concepteurs.</li>\n  <li><strong>Personnalisation</strong>: Les concepteurs peuvent adapter les modèles aux exigences spécifiques d'un projet, ce qui améliore la précision et l'efficacité de la conception.</li>\n</ul>\n<p><em>Disponible dans le </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>patch 23.1.5 d'IDEA StatiCa</em></a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n698fc8a8_25b1_016d_9bfc_52f86a474d95\"></object>\n<h2>Jeux de contrôle par défaut dans les opérations</h2>\n<p>La conception d'un assemblage par paramètres consiste à définir des paramètres uniques spécifiques à chaque type d'assemblage d'une part. D'autre part, il y a des paramètres qui sont utilisés presque toujours en raison des pratiques d'ingénierie courantes, telles qu'un ensemble de soudures, de fixations et de matériaux.</p>\n<p>Pour simplifier la création de modèles paramétriques et accéder à ces paramètres à tout moment, nous incluons ces contrôles en tant qu'ensembles par défaut dans la racine de l'opération.</p>\n<p>Lorsque vous sélectionnez Opérations, les paramètres suivants sont disponibles par défaut :</p>\n<ul>\n  <li>Réglage de la soudure : <strong>Méthode de dimensionnement</strong> et <strong>matériau de</strong> la soudure (24.0.5)</li>\n  <li>Paramètres du boulon : <strong>Type</strong>, <strong>plan de cisaillement dans le filetage</strong> et <strong>transfert de l'effort de cisaillement</strong> (24.1.0)</li>\n  <li>Paramétrage&nbsp;des platines: <strong>Matériau </strong>(24.1.0)</li>\n</ul>\n<figure data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23570977-6342-4a3e-adc8-2563c3e0028f/common%20properties%201.png\" data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" alt=\"\"></figure>\n<p>Ces commandes définissent la propriété spécifique pour l'ensemble du modèle d'assemblage à toutes les opérations et sont affichées dans la racine des opérations par défaut. Ils ne modifient pas les propriétés des éléments de structure, mais uniquement les opérations de fabrication.</p>\n<p>Si l'une des propriétés liées au contrôle <strong>est utilisée dans un paramètre</strong> du modèle paramétrique, le contrôle est automatiquement désactivé. Ce comportement permet d'éviter d'influencer la même propriété à partir de deux endroits et, par conséquent, de gâcher les détails de l'assemblage par des boucles dans les paramètres.</p>\n<p>En outre, ces contrôles sont également affichés sans modèle paramétrique, ce qui permet d'effectuer des modifications rapides et d'unifier les propriétés de n'importe quel modèle d'assemblage.</p>\n<h2>Quels sont les avantages ?</h2>\n<ul>\n  <li>Pour l'<strong>utilisateur du modèle paramétrique</strong> (par exemple, l'utilisateur junior), toutes les opérations sont désactivées (en lecture seule). Cependant, la <strong>modification du matériau, de la classe de boulons ou du matériau de la platine</strong> reste une action couramment attendue. Toutefois, si un seul paramètre manque dans le modèle paramétrique, celui-ci devient inutilisable. Les propriétés communes telles que les soudures, les boulons et les matériaux peuvent désormais être contrôlées dans chaque modèle paramétrique à l'aide des commandes par défaut affichées sous les paramètres.</li>\n  <li>L'ajout de ces contrôles <strong>simplifie le travail du créateur du modèle</strong> (par exemple, l'utilisateur principal) <strong>lors de la préparation des modèles paramétriques</strong>. 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                                            "value": "<p>In IDEA StatiCa, there are three possible areas to work with parametric design effectively.</p>\n<h2>Parameters in IDEA StatiCa Connection</h2>\n<p>The first usage of parametric design is the simplest. Each element, like a member, plate, bolt, or weld, can be defined by its shape, position, and material.&nbsp;</p>\n<p>For this purpose, you'll need to enable the <strong>Developer mode</strong> in Project / Preferences / Advanced Settings.&nbsp;</p>\n<figure data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/859245fb-d6ee-4d79-ad1f-2228306e1088/parameters.png\" data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" alt=\"\"></figure>\n<p>In the tab <strong>Parameters</strong>, you can add Numbers (decimal sign is dot), Text (please use simple quotes), and even Equation.&nbsp;</p>\n<p>To link this parameter to the items defined by the Operations, just click on the <strong>Link</strong> icon.&nbsp;</p>\n<figure data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7c719-63a1-4bfe-bf4f-5eb9605165d3/link-par.png\" data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" alt=\"\"></figure>\n<p>The button <strong>Set to model</strong> allows you to overwrite initial values to the Parameter values.</p>\n<p>To get acquainted with all possibilities about the parameters, please look at the <a href=\"https://github.com/idea-statica/ideastatica-public/wiki/Reference-Guide-Expression-Parameters\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Reference guide</a>.</p>\n<p>More about this theme can be found also in the articles <a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a> and <a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a>.</p>\n<h2>Plugin for Rhino/Grasshopper</h2>\n<p>Grasshopper3d is a visual programming package attached to the powerful modeling CAD software&nbsp;<a href=\"https://www.rhino3d.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Rhino3d</a>.</p>\n<p>Combining Grasshopper with IDEA StatiCa's Open Model and APIs creates an extremely powerful platform for the parametric definition of complex connection geometry plus the automation and optimization of connections.</p>\n<figure data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a070a736-1da4-4e4f-a22f-baaad9dc2506/GH.png\" data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" alt=\"\"></figure>\n<p>The plugin can be used in several ways:</p>\n<ul>\n  <li>it enables the creation of complex joints, even without an IDEA Connection license</li>\n  <li>import of a structure (SAF model, IOM model) and a bulk calculation of specified joints</li>\n  <li>optimizing joints in terms of shape, material, etc., using parameters &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</li>\n</ul>\n<p>For more, please visit <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino to IDEA StatiCa workflow</a>.</p>\n<h2>Design API's</h2>\n<p>IDEA StatiCa provides several general API's for the different apps and services that we provide. This is an excellent place to start if you are a computational designer or software developer looking to perform automated structural design and optimization tasks. Design API's are targeted toward both Python and C#/.Net users.&nbsp;</p>\n<figure data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b0fff41-e68a-482a-a613-5f638d9e46c4/api.png\" data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" alt=\"\"></figure>\n<p><a href=\"https://developer.ideastatica.com/docs/api/api_overview.html\">You can start here</a> or visit the <a href=\"https://github.com/idea-statica\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa GitHub</a>. &nbsp;&nbsp;</p>"
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                                            "value": "<p>Beaucoup de nœuds d'une structure réelle ne peuvent pas être couverts individuellement par un type d'assemblage standard. Les concepteurs divisent ces nœuds&nbsp;en assemblages distincts et les vérifient à l'aide d'outils simples ou de feuilles de calcul Excel sans tenir compte de leur interaction, ce qui peut entraîner des erreurs de conception.</p>\n<h3>Les modèles paramétriques peuvent être combinés avec d'autres opérations</h3>\n<p>Lors de l'utilisation d'un modèle paramétrique, il est toujours possible d'ajouter de nouvelles opérations. Il est donc possible d'ajouter une seule&nbsp;opération unique à un modèle paramétrique existant.</p>\n<p>De cette manière, il est facile d'ajouter, par exemple, plus de raidisseurs au modèle choisi.</p>\n<figure data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7898ecd8-9db8-455e-8747-f1724f0eaeac/Combination%20of%20parametric%20template%20and%20unrelated%20operations%201.png\" data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" alt=\"\"></figure>\n<p>Un autre exemple peut être un joint composé de différents assemblages - certains éléments ne sont pas pris en compte dans le modèle choisi.</p>\n<figure data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad580407-b098-495d-8783-6fda3a80577a/Combination%20of%20parametric%20template%20and%20unrelated%20operations%202.png\" data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" alt=\"\"></figure>\n<p>La connexion de cet élément supplémentaire avec une opération standard est facile à réaliser.</p>\n<figure data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baee32da-a7c8-4884-b460-cff867b1c5a4/Combination%20of%20parametric%20template%20and%20unrelated%20operations%203.png\" data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n429cfc7e_7ebf_0119_b91d_f4cc9164e2bf\"></object>\n<h2>Combinez plusieurs modèles paramétriques dans un seul modèle</h2>\n<p>Pour connecter plusieurs éléments dans un nœud, vous pouvez appliquer plusieurs modèles paramétriques. Créez vos assemblages standards en tant que modèle paramétrique, puis combinez-les efficacement pour obtenir la conception d'assemblage souhaitée pour l'ensemble de la structure.</p>\n<figure data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d59211a9-a119-42c4-a207-c0aa1509eca3/Multiple%20templates%201.png\" data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" alt=\"\"></figure>\n<p>Chaque modèle appliqué est désormais représenté par un <strong>entête de modèle</strong> distinct (Modèle 1, Modèle 2, etc.) dans l'arbre des opérations. La sélection d'un modèle affiche ses paramètres et contrôles spécifiques, ce qui permet aux utilisateurs de modifier les propriétés locales, telles que la disposition des boulons, les matériaux ou l'épaisseur de platine, indépendamment pour chaque modèle.</p>\n<figure data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3c987a69-d44b-4644-a40c-c807fb119c4f/Multiple%20templates%202.png\" data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" alt=\"\"></figure>\n<p>Les propriétés globales restent accessibles sous l'<strong>entête&nbsp;Opérations</strong>, ce qui permet à l'utilisateur d'appliquer des paramètres de matériau ou de la norme communs à l'ensemble de l'assemblage. La nouvelle structure soutient les conceptions à modèles mixtes où les modèles individuels conservent leur flexibilité paramétrique.</p>\n<figure data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d456161d-b705-4d74-b992-279c974a7b00/Multiple%20templates%203.png\" data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" alt=\"\"></figure>\n<p><em>Mise à jour dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                            "value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n  <li><strong>by friction</strong></li>\n  <li><strong>by anchors</strong></li>\n  <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n  <li>Cast-in-place&nbsp;</li>\n  <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value.&nbsp;</p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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                                            "value": "<p>In practice, engineers may encounter different types of finite elements (from simple 1D bar elements to more complicated 3D brick elements) that are used in a variety of applications for the analysis and design of structural elements. A common feature of most of the computations in practice tends to be the linear behavior of the models, the advantages of which are undoubtedly speed, clarity, and simply the fact that for a large variety of problems, this solution is quite sufficient.</p>\n<p>Especially in the world of concrete structures, it often happens that the linear approach is not sufficient simply because after the first cracks appear in the loaded element, the stresses are redistributed and the problem becomes significantly non-linear.</p>\n<p>For these cases, it is necessary to choose one of the more sophisticated approaches. For 1D cases, analytical methods defined directly in codes can often be found. For example, popular Strut and Tie models can be built for 2D planar elements and discontinuity regions (D-regions), or the more sophisticated stress field method implemented in IDEA StatiCa Detail, CSFM, can be used.</p>\n<p>However, if the engineer encounters a problem that cannot be simplified into planar behavior, the options are very limited. Of course, a 3D Strut and Tie model can be built or semi-scientific software can be used for accurate analysis. These procedures are often time-consuming, not code-compliant, and require an engineer knowledgeable in advanced modeling methods.</p>\n<p>For this reason, IDEA StatiCa has developed and implemented the 3D CSFM (Compatible Stress Field Method) in the Detail application. 3D CSFM extends the established CSFM into a third dimension, offering a fast and code-compliant solution that is primarily applicable to the everyday engineer, giving them a unique new ability to safely tackle the complex details of concrete structures.</p>"
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                                            "value": "<p>3D CSFM defines the concrete behavior based on the<strong> Modified Mohr-Coulomb</strong> plasticity theory for monotonic loading. The method <strong>considers principal concrete stresses in compression and reinforcement stresses (σ</strong><em><strong><sub>sr</sub></strong></em><strong>) at the cracks while neglecting the concrete tensile strength (tension cut-off), except for its stiffening effect on the reinforcement (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>Tension stiffening</strong></a><strong>).</strong></p>\n<p><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>1</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>2</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>3</sub></strong><em><strong><sub>r</sub></strong></em><em><strong> ≤ 0 MPa</strong></em></p>\n<p>The reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM <strong>is not suitable for simulating plain concrete</strong> due to the absence of tension, which may result in misleading deformation and model divergence. Generally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle <em>φ</em> and cohesion parameter <em>c</em>. <strong>3D CSFM assumes a zero angle of internal friction </strong>(Fig. 1e), leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Basic assumptions of the 3D CSFM: (a) principal stresses in concrete; (b) stresses in the reinforcement direction;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) stress-strain diagram of concrete in terms of maximum stresses; (d) stress-strain diagram of reinforcement}}}\\) \\( \\textsf{\\textit{\\footnotesize{in terms of stresses at cracks and average strains; (e) Mohr's circles for concrete model in 3D CSFM; (f) bond shear stress-slip}}}\\) \\( \\textsf{\\textit{\\footnotesize{relationship for anchorage length verifications.}}}\\)</em></p>\n<h4>Concrete&nbsp;</h4>\n<p>The presented material model is a multisurface plasticity model given by the combination of the Mohr-Coulomb and Rankine models for monotonic loading. It’s important to note that this model does not address unloading, therefore, state variables are not stored, as they would be in classical plasticity models used for cyclic loading.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>As already mentioned, the material model is intended for use in applications that calculate the response of reinforced concrete (not suitable for plain concrete). This is due to the exclusion of concrete in tension. Therefore, the model is not even suitable for structural elements where the design rules for reinforced concrete such as minimum reinforcement ratio, maximum bar spacing, etc., are not fulfilled. It should also be added that, for numerical stability reasons, a very small tensile capacity is defined in the model. The tensile part is restricted by planes corresponding to the Rankine model.</p>\n<p>3D CSFM in&nbsp;<em>IDEA StatiCa Detail</em>&nbsp;does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., it considers an infinitely plastic branch after the peak stress is reached). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the&nbsp;𝜂<sub>𝑓𝑐</sub>&nbsp;reduction factor defined in&nbsp;<em>fib</em>&nbsp;Model Code 2010 as follows:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>c</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<p>The <em>f</em><em><sub>c,red</sub></em> is then compared with the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> in concrete, which will be defined further, of course, with consideration of all safety factors prescribed by code.</p>\n<p>A detailed description of the concrete model can be found at the following link:</p>\n<ul>\n  <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Concrete Material Model for 3D Detail</strong></a></li>\n</ul>\n<h4>Reinforcement</h4>\n<p>The bilinear stress-strain diagram for reinforcement bars, as defined by design codes (Fig. 1d), represents an idealized model. This model necessitates knowledge of the basic properties of the reinforcement during the design phase, specifically the strength and ductility class. Alternatively, users have the option to define a customized stress-strain relationship.</p>\n<p>Tension stiffening is considered by modifying the stress-strain relationship of the bare reinforcing bar to capture the average stiffness of the bars embedded in the concrete (ε<sub>m</sub>) (Fig 1b).</p>\n<h4>Anchorage</h4>\n<p>Bond-slip between reinforcement and concrete is introduced in the finite element model by considering the simplified rigid-perfectly plastic constitutive relationship presented in (Fig. 1f), with&nbsp;<em>f</em><em><sub>bd</sub></em>&nbsp;being the design value (factored value) of the ultimate bond stress specified by the design code for the specific bond conditions.</p>\n<p>This is a simplified model with the sole purpose of verifying bond prescriptions according to design codes (i.e., anchorage of reinforcement). The reduction of the anchorage length when using hooks, loops, and similar bar shapes can be considered by defining a certain capacity at the end of the reinforcement, as will be described further.</p>\n<h4>Anchors</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces, as well as shear forces, considering the bending stiffness.&nbsp;</p>\n<p>The following types of anchors are available:</p>\n<ul>\n  <li>Cast-in-place anchors\n    <ul>\n      <li>Reinforcement</li>\n      <li>Washer plate</li>\n      <li>Headed stud</li>\n    </ul>\n  </li>\n  <li>Cast-in-place reinforcement\n    <ul>\n      <li>Reinforcement</li>\n      <li>Threaded rods</li>\n    </ul>\n  </li>\n</ul>\n<p><br></p>\n<p><strong>Cast-in-place - Reinforcement</strong></p>\n<p>Modeled as ribbed reinforcement embedded in concrete. Bond strength is calculated according to selected code rules in the same way as for standard reinforcement. At the anchor end, an <strong>Anchorage type</strong> can be defined, working identically to reinforcement - an anchorage spring is applied with the β-factor set according to the chosen code. Three geometric shapes are available: <strong>Straight, L-shape, U-shape</strong>.</p>\n<figure data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b7dc2b3e-f3e4-4741-8826-118ea9a6372a/Cast-in-reinforcement%20shapes.png\" data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Cast-in reinforcement anchor - shapes}}}\\]</em></p>\n<p><strong>Cast-in-place - Washer plate and Headed stud</strong></p>\n<p>The washer plate and the head of the headed stud are modeled as a plate-shell element from the corresponding material attached directly to the anchor shank. It transfers load to the concrete through compression-only contact. Available shapes: circular and square (only circular for headed stud), with customizable dimensions. The washer plate and head model is elastic and is not checked for resistance.&nbsp;</p>\n<p>At the finite element model level, the <strong>pull-out</strong> of the anchor is directly checked. The compression contact has stop criteria set so that it is not able to transfer greater contact stress to the concrete than prescribed by the selected standard. In practical terms, this means that if the anchor were to be loaded with a force that does not comply with the pull-out assessment, the result would be premature termination of the calculation because this stop criterion would be exceeded during further loading.</p>\n<p>The anchor shank has <strong>zero bond strength</strong> – all load is transferred to the concrete through the plate or head into the concrete.</p>\n<p><strong>Post-installed - Reinforcement and Threaded rod</strong></p>\n<p>Designed as bars installed into drilled holes and bonded with adhesive. The engineer specifies the <strong>design bond strength</strong> directly from the technical specification of the adhesive product.</p>\n<p>More information about connecting individual anchor types to the base plate or cast-in plate can be found in the chapter Finite elements types - <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#load-transfer-devices\" title=\"Load transferring devices\">Load transferring devices</a>.&nbsp;</p>"
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                                            "value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory&nbsp;is a&nbsp;mathematical model&nbsp;describing the response of<strong> </strong>brittle materials, to&nbsp;shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the&nbsp;compressive strength&nbsp;far exceeds the&nbsp;tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In&nbsp;structural engineering,&nbsp;it is used to determine failure load as well as the angle of&nbsp;fracture&nbsp;for displacement of fracture surface in concrete and similar materials.&nbsp;Coulomb's&nbsp;friction&nbsp;hypothesis is used to determine the combination of shear and&nbsp;normal stress&nbsp;that will cause a fracture of the material.&nbsp;Mohr's circle&nbsp;is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the&nbsp;principle of normality,&nbsp;the stress introduced at failure will be perpendicular to the line describing the fracture condition.&nbsp;</p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the&nbsp;angle of friction. This makes the strength of the material determinable by comparing the external&nbsp;mechanical work&nbsp;introduced by the displacement and the external load with the internal mechanical work introduced by the&nbsp;strain&nbsp;and stress at the line of failure. By&nbsp;conservation of energy,&nbsp;the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 6.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 7.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 6, where the real angle of internal friction is used, and Figure 7, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way.&nbsp;</p>\n<p>\\[\\kappa = &nbsp;&nbsp;\\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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                                            "value": "<h3>Equilibrium equations</h3>\n<p>The theory of small deformations enables the assembly of the equilibrium equation based on the undeformed volume using a first-order approach.&nbsp;</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Equilibrium equations and graphical representation on infinitesimal element}}}\\]</em></p>\n<h3>Compatibility equations</h3>\n<p>A solid body comprises infinitesimal volumes or material points, each of which is interconnected without gaps or overlaps. Mathematical conditions must be adhered to in order to prevent the occurrence of gaps or overlaps when a continuum body undergoes deformation.</p>\n<h3>Constitutive equations</h3>\n<p>The constitutive equations governing the behavior of 3D elements play a pivotal role in the analysis of material behavior in structural mechanics. These equations are formulated to accommodate the non-linear <strong>isotropic behavior</strong>, which is valid for <strong>solid block </strong>members in IDEA StatiCa Detail.&nbsp;</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 9\\qquad Linearly elastic isotropic compliance matrix}}}\\]</em></p>"
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                                            "value": "<p>3D CSFM considers continuous stress fields in the concrete (3D finite elements), complemented by discrete “rod” elements representing the reinforcement (1D finite elements). Therefore, the reinforcement is not diffusely embedded into the concrete 3D finite elements but explicitly modeled and connected to them.&nbsp;</p>\n<figure data-asset-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\" data-image-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c798c245-3d04-4741-9a1f-98fe77c3d439/FE%20model%203D%20Detail.png\" data-asset-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\" data-image-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 10\\qquad Rendering of the calculation model for concrete block and out-of-plane wall}}}\\]</em></p>"
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                                            "value": "<p>The non-linear (inelastic) finite element analysis model is created by several types of finite elements used to model concrete, reinforcement, and the bond between them. Concrete and reinforcement elements are first meshed independently and then interconnected using multi-point constraints (MPC elements). This allows the reinforcement to occupy any position not limited to nodes of tetrahedral mesh. To verify anchorage length, bond, and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC and bond elements}}}\\]</em></p>\n<h4>Concrete</h4>\n<p>Concrete is analyzed using <strong>mixed tetrahedral elements with nodal rotations</strong>. The tetrahedral elements allow us to mesh regions of any topology while the implemented formulation guarantees accurate deformation results (without spurious shear stress known as the shear lock effect) even for the coarse mesh which would not be suitable for linear tetrahedral elements formulation.&nbsp;</p>\n<p>Full integration is utilized. It means that each element is equipped with four integration points situated within the volume. Such an integration yields a precise strain and stress field, allowing for sufficient evaluation and presentation of the results across the whole volume. Subsequently, the stop criteria are established based on the value in the integration point.</p>\n<h4>Reinforcement</h4>\n<p>Rebars are modeled by two-node 1D “rod” elements (CROD), which only have axial stiffness. These elements are connected to special “bond” elements that were developed in order to model the slip behavior between a reinforcing bar and the surrounding concrete. These bond elements are subsequently connected by MPC (multi-point constraint) elements to the mesh representing the concrete. This approach allows the independent meshing of reinforcement and concrete, while their interconnection is ensured later.</p>\n<h4>Bond elements</h4>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (3D) and reinforcing bar elements (1D) in the finite element model. For this purpose, the “bond” finite element type was developed.</p>\n<p>The bond element is defined as a shell finite element connected to elements representing reinforcement by the first layer and by the second layer to concrete mesh via multi-point constraints (MPC elements). It should be noted that the bond element is always displayed in this article with a non-zero height, which is, however, defined as infinitesimal in the model.</p>\n<p>The behavior of this element is described by the bond stress, τ<em><sub>b</sub></em>, as a bilinear function of the slip between the upper and lower nodes, δ<em>u</em>, see (Fig. 12).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad (a)&nbsp;Conceptual&nbsp;illustration&nbsp;of&nbsp;the&nbsp;deformation&nbsp;of&nbsp;a&nbsp;bond&nbsp;element;&nbsp;(b) shear-deformation&nbsp;function}}}\\]</em></p>\n<p>The elastic stiffness modulus of the bond-slip relationship,&nbsp;<em>Gb</em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default&nbsp;<em>kg</em>&nbsp;= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as&nbsp;<em>Ecm</em>&nbsp;in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress,&nbsp;<em>f</em><em><sub>bd</sub></em>, provided in the respective selected design codes EN 1992-1-1 or ACI 318-19 are used to verify the anchorage length. The hardening of the plastic branch is calculated by default as&nbsp;<em>Gb</em>/105.</p>\n<h4>Anchorage spring</h4>\n<p>The provision of anchorage ends to the reinforcing bars (i.e., bends, hooks, loops…), which fulfills the prescriptions of design codes, allows the reduction of the basic anchorage length of the bars (<em>l</em><em><sub>b,net</sub></em>) by a certain factor β (referred to as the ‘anchorage coefficient’ below). The design value of the anchorage length (<em>lb</em>) is then calculated as follows:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Model for the reduction of the anchorage length: a) Anchorage force along the anchorage length of }}}\\] \\[ \\textsf{\\textit{\\footnotesize{the reinforcement bar, b) slip-anchorage force constitutive law}}}\\]</em></p>\n<p><br></p>\n<p>The reduction of the anchorage length is included in the finite element model by means of a spring element at the end of the bar (Fig. 13a), which is defined by the constitutive model shown in (Fig. 13b). The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement</p>"
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                                            "value": "<h3>Base plate</h3>\n<p>The base plate is modeled as an elastic shell element. The steel material used for base plates is defined in the Materials tab. The only physical property is the modulus of elasticity <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad The base plate material definition}}}\\]</em></p>\n<p>The base plate can be loaded by the point load (Fx, Fy, Fz, Mx, My, Mz) and the group of forces (Fx, Fy, Fz), mainly used for loading models exported from the IDEA StatiCa Connection. Note that point loads and point moments directly load the corresponding node of the base plate. It means that there is no redistribution, only by the stiffness of the base plate.&nbsp;</p>\n<p>This implementation allows importing load effects from the IDEA StatiCa Connection that are applied to the base plate at the location of the individual weld finite elements with the value and direction determined from the general stress of that weld finite element. More can be read in the corresponding chapter of this document.</p>\n<p>The second loading option is the <strong>Stub</strong> — representing a short portion of the column above the base plate. The stub is modeled as an elastic shell element structure and behaves as a physically accurate interface between the internal forces and the plate. The user selects a cross-section for the stub from a standard section database. The 6-component internal force set (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> — i.e. the base of the column. Constraints transfer the forces to the top face of the stub, from where they are naturally redistributed through the stub into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33381e95-f9e8-4586-8a4e-d723bbab5356/Stub%20for%20loading.png\" data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad The load transfer through the stub}}}\\]</em></p>\n<p><br></p>\n<p><strong>Shear transfer mechanism (from base plate to concrete block)</strong></p>\n<p>Frictional compression-only contact is defined between the baseplate and concrete. For the shear transfer user can choose from three options:</p>\n<ul>\n  <li><strong>By anchors</strong></li>\n  <li><strong>By friction</strong></li>\n  <li><strong>By shear lug</strong></li>\n</ul>\n<p>The software does not allow the combination of these shear transfer mechanisms.&nbsp;</p>\n<p><strong>The friction</strong> coefficient should be input as a designed (factored) value. In case the resultant shear force&nbsp;<em>F</em><em><sub>xy</sub></em><em> </em>exceeds the pressure force <em>F</em><em><sub>z</sub></em> times the frictional coefficient <em>μ,</em> the calculation will stop, and not all the loads will apply to the model. The condition is written as follows:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>This can be seen in the following example, where two load cases are considered.&nbsp;</p>\n<ul>\n  <li>LC1 - Permanent type - F<sub>z</sub> = 100 kN</li>\n  <li>LC2 - Variable type- F<sub>x</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Load input for example explaining shear transfer by friction}}}\\]</em></p>\n<p>In the first calculation step, all the permanent load is applied. Then the variable load is gradually applied until it reaches the value of the pressure load times the friction coefficient.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Results from example explaining shear transfer by friction}}}\\]</em></p>\n<p>The graph in Figure 18 defines the behavior of the frictional contact between the baseplate and concrete.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad Force-displacement graph describing the behavior of frictional contact}}}\\]</em></p>\n<p>The value of<em> F</em><em><sub>z</sub></em><em>μ</em> differs for each increment of the calculation, whereas the value of maximal shear deformation <em>u</em><em><sub>xy</sub></em> is constant.&nbsp;</p>\n<p>If the compressive normal force <em>F</em><em><sub>z</sub></em> and the shear force <em>F</em><em><sub>xy</sub></em> are input in one load case type (e.g. only permanent), and the condition of <em>F</em><em><sub>xy</sub></em><em>&nbsp;/ (F</em><em><sub>z</sub></em><em>μ)&nbsp;≤ 1</em> is not fulfilled<em>, </em>no load will be applied to the model because the condition is not fulfilled in any increment of the calculation.</p>\n<p><strong>The shear lug</strong> is connected with the concrete mesh by constraints allowing only compression only normal stress transfer.&nbsp;</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Shear lug transfer of shear mechanism}}}\\]</em></p>\n<p>The shear lug is modeled from elastic shell elements, where the modulus of elasticity E defines the material.</p>\n<p>The results are not evaluated and displayed for the base plate as well as for the shear lug.</p>\n<p><br></p>\n<p><strong>&nbsp;Base plate options &nbsp;(stand-off, grout)</strong></p>\n<p>The following set of stand-off options, fully aligned with the Connection application, is available.</p>\n<ul>\n  <li><strong>Direct</strong></li>\n  <li><strong>Mortar joint – nuts from the top</strong></li>\n  <li><strong>Mortar joint – nuts from the top and bottom</strong></li>\n  <li><strong>Gap</strong></li>\n</ul>\n<p>The mortar layer is modeled as a <strong>shell element</strong>, with its stiffness taken into account. Note that shell elements are incompressible in the direction of their thickness. This helps to redistribute local forces to the concrete and is valid for typical bedding thicknesses used in practice - 25-50 mm.</p>\n<p>The distinction between nuts only from the top (pinned interconnection between anchor and base plate) vs. top and bottom (fixed interconnection between anchor and base plate) strongly influences the shear capacity from the point of view of concrete bearing.</p>\n<h3>Anchors</h3>\n<p>The finite elements representing anchors are modeled to be able to transfer normal and shear forces to the concrete, also taking into account the bending stiffness of the anchors. To model the slip between the anchor and the surrounding concrete, the same bond and MPC elements are used as for the reinforcement. With the difference that:</p>\n<ul>\n  <li>For post-installed (adhesive) anchors, it is necessary to specify the design bond strength.</li>\n  <li>For Washer plates and Headed studs, the bond is neglected along the shank of the anchor. All axial load is then transferred to the concrete through the washer plate or head of the anchor.</li>\n</ul>\n<p>Anchors can be interconnected with base plates. For this interconnection, a fully nonlinear constraint is used to connect the anchor's end and a base plate node. This constraint allows us to control all degrees of freedom to ensure, for example, that the anchors transfer no compression force from the base plate, or that no shear is transferred by the anchor when modeling a shear lug, etc.</p>\n<p><strong>Interconnection with base plate</strong> properties for anchors allows the user to control whether the anchor will be connected with the base plate by the previously mentioned constraint and how.&nbsp;</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad Interconnection with base plate settings}}}\\]</em></p>\n<p>The <strong>Transfer of shear</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of shear. Note that it is not supported to combine shear transfer mechanisms, so for transfer by friction and shear lug, this checkbox is irrelevant. On the other hand, for shear transfer using anchors, this field gives the option to exclude some anchors from shear transfer.</p>\n<p>The <strong>Transfer of axial forces</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of the axial direction. This is mainly used for the export from the Connection feature (see the corresponding chapter). For manual modeling, it makes sense to have this checkbox always checked.</p>\n<p>When the checkbox is unchecked, the anchor is disconnected in both tension and compression (in the case of a model exported from the Connection application, the connection is replaced by a pair of forces). If the checkbox is checked, the anchor is always connected to the plate in tension, but the connection in compression is controlled by the anchor type and the type of stand-off. For more information, see Figure 23.</p>\n<p><strong>Cut threads</strong></p>\n<p>Controlled by a checkbox in anchor properties and has 2 purposes:</p>\n<p>1. Defines how the anchor connects to the base plate:</p>\n<ul>\n  <ul>\n    <li>For headed studs and cast-in reinforcement connected to the Base plate (not for Cast-in plates), it distinguishes between a <strong>bolt connection (pinned)</strong> and a <strong>welded connection (fixed)</strong> — visible in the 3D scene.</li>\n    <li>Note that the way of anchor-to-plate connection has a significant influence on the shear resistance from the point of view of bearing of the concrete.</li>\n  </ul>\n</ul>\n<figure data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30a7aadf-a72c-4ca5-be2f-35a9bf4f3c45/Cut%20threads%20weld%20or%20pinned.png\" data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Cut threads options}}}\\]</em></p>\n<p>2. For Eurocode, the resistance of the anchor with cut threads is reduced according to EN 1993-1-8 3.6.1 (3). It can be set in Project settings. For Threaded rods and Washer plates, it is recommended to keep this setting on at all times.</p>\n<h3>Axial and rotational interconnection between Anchor and Base plate</h3>\n<p>As already mentioned in this chapter, depending on the type of anchor, the stand-off setting, and whether or not cut threads are considered, anchors are connected to the base plate in different ways. In terms of rotational connection, this can be <strong>Hinged / Fixed</strong>. In terms of axial connection, this can be <strong>Tension / Tension + Compression</strong>. The rotational connection types strongly influence the shear capacity from the point of view of concrete bearing. In a 3D scene, it is easy to tell whether an anchor is connected as fixed or hinged based on the presence of nuts, see Figure 22.</p>\n<figure data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba36be0-87e2-416f-a380-66f3f14638dc/Rotational%20constrains.png\" data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Rotational constraints}}}\\]</em></p>\n<p>The following table shows all possible combinations of base plate connections with anchors and the corresponding rotational and axial connections.</p>\n<figure data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/568c6688-adc1-4f20-b28f-914f917ab5be/Axial%20and%20rotational%20constrains%20table.png\" data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>\n<h3>Cast-in plates</h3>\n<p>Cast-in plate is a special case of a base plate. It is modeled analogously with the following differences:</p>\n<p>Since the plate is embedded inside a concrete block, no type of stand-off can be specified. The depth of the slab embedding is neglected. The plate, modeled by shell elements, is placed directly on the concrete surface. Therefore, the side surfaces of the slab are not considered to be supported by the concrete.</p>\n<p>It is only possible to use Reinforcement and Headed studs, which, like classic anchors, can be set to be connected to the slab in the axial and shear directions. Practical experience and some national documents indicate the need to design Headed studs only for shear and Reinforcement for axial load. From the perspective of axial and rotational constraints, anchors are always connected as Fixed and Tension + Compression.</p>\n<figure data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b53c46b-318c-4347-bf21-959cbc8fbde8/Interaction%20with%20cast-in%20plate.png\" data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>"
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                                            "value": "<p>The finite elements are implemented internally, and the analysis model is generated automatically without any need for proficient user interaction. An important part of this process is meshing.</p>\n<h4>Concrete</h4>\n<p>All concrete members are meshed together. A recommended element size is automatically computed by the application based on the size and shape of the structure and taking into account the diameter of the largest reinforcing bar. Moreover, the recommended element size guarantees that a minimum of four elements are generated in thin parts of the structure, such as slender columns or thin walls, to ensure reliable results in these areas. Designers can always select a user-defined concrete element size by modifying the multiplier of the default mesh size.</p>\n<h4>Reinforcement</h4>\n<p>The reinforcement is divided into elements with approximately the same length as the concrete element size. Once the reinforcement and concrete meshes are generated, they are interconnected with bond elements, as shown in Fig. 9.</p>\n<h4>Refinement</h4>\n<p>Concrete mesh is automatically refined around anchors, around shear lugs, and under the stub for loading. The size of the refined mesh is approximately twice smaller than the basic concrete mesh. The radius of the refined area is defined approximately as the element size multiplied by two.</p>"
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                                            "value": "<p>A standard full Newton-Raphson (NR) algorithm is used to find the solution to a non-linear FEM problem.&nbsp;</p>\n<p>Generally, the NR algorithm does not often converge when the full load is applied in a single step. A usual approach, which is also used here, is to apply the load sequentially in multiple increments and use the result from the previous load increment to start the Newton solution of the subsequent one. For this purpose, a load control algorithm was implemented on top of the Newton-Raphson. In the case that the NR iterations do not converge, the current load increment is reduced to half its value, and the NR iterations are retried.</p>\n<p>A second purpose of the load-control algorithm is to find the critical load, which corresponds to certain “stop criteria” – specifically the maximum strain in concrete, the maximum slip in bond elements, the maximum displacement in anchorage elements, and the maximum strain in reinforcing bars. The critical load is found using the bisection method. In the case where the stop criterion is exceeded anywhere in the model, the results of the last load increment are discarded and a new increment of half the size of the previous one is calculated. This process is repeated until the critical load is found with a certain error tolerance.</p>\n<p>For concrete, the stop criterion was set to a 5% strain in compression (i.e., around an order of magnitude larger than the actual failure strain of concrete) and 7% in tension at the integration points of shell elements. In tension, the value was set to allow for the limit strain in reinforcement, which is usually around 5% without accounting for tension stiffening, to be reached first. In compression, the value was chosen from among several alternatives as one that is large enough for the effects of crushing to be visible in the results, but small enough so as not to cause too many problems with numerical stability.</p>\n<figure data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1178a514-d8d2-4a37-a0f2-517809af1881/16.png\" data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 25\\qquad Constitutive law of bond and anchorage elements used for anchorage length verification: a) Bond shear stress}}}\\] \\[ \\textsf{\\textit{\\footnotesize{slip response of bond element, b) force-displacement response of an anchorage element}}}\\]</em></p>\n<p><br></p>\n<p>For reinforcement, the stop criterion is defined in terms of stresses. Since stresses at the crack are modeled, the criterion in tension corresponds to the reinforcement tensile strength accounting for the safety coefficient. The same value is used for the criterion in compression.</p>\n<p>The stop criterion in bond elements and anchorage springs is α·δ<em><sub>umax</sub></em>, where δ<em><sub>umax</sub></em>&nbsp;is the maximum slip used in code checks and α = 10.</p>\n<p><br></p>\n<p>Other stop criteria for anchoring:</p>\n<ul>\n  <li>Pull out of headed anchors (maximal contact compression stress at the top face of the head of the anchor).&nbsp;</li>\n  <li>Maximal shear force that can be transferred by the anchor from the point of view of the bearing of concrete.</li>\n</ul>\n<p>These two criteria are dependent on the selected code. You can find more information about them in the sections explaining the code-dependent parts of structural analysis in the application.</p>"
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                                            "value": "<p>The IDEA StatiCa Detail model does not always have to be modeled from scratch or from a template. There is also an option to import the model, including load effects, from IDEA StatiCa Connection. In Connection, the steel superstructure above the concrete block is analyzed using a nonlinear 3D model, while the concrete block itself is represented in a simplified way by a Winkler foundation. In Detail, on the other hand, the reinforced concrete block is modeled explicitly and checked in detail.</p>\n<p>When transferring the model, only the base plate, anchors, and concrete block are imported into Detail – the steel member itself (and its global stiffness) is not. In the Connection model, this steel member is connected to the base plate by a weld. The stresses in the weld finite elements are integrated and converted into a set of equivalent forces that load the base plate in Detail. In this way, the effect of the missing steel member is represented by weld forces applied directly to the base plate.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 26\\qquad Loads imported from IDEA StatiCa Connection}}}\\]</em></p>\n<p>Due to the different definition of stiffness between Connection and Detail (missing steel member, different material models, and concrete representation), a direct connection between the base plate and anchors in Detail would generally lead to a different redistribution of loads and, therefore, different tensile forces in the anchors. To avoid this, the anchors are imported <strong>axially disconnected</strong> from the base plate. Instead of transferring axial forces through the physical contact, the anchor tensions obtained from the Connection are applied directly to the anchors in Detail. At the same time, an equal and opposite force is applied to the base plate at each anchor location, so that the global equilibrium of the model is preserved. This pair of forces (one acting on the anchor, the other on the base plate) represents the interaction between the base plate and the anchor without allowing additional redistribution of axial forces in Detail. These two opposite forces are illustrated in Figure 26.</p>\n<p>However, the shear forces are still transferred by the connection between the base plate and the anchors (or shear lug, or friction). This is possible because a constraint is used to connect the base plate and the anchors in shear, allowing us to control the relevant degrees of freedom of this interconnection. In Detail, the user can therefore modify the shear load path – for example, by releasing shear in two of four anchors and keeping only the edge anchors engaged in shear – while the axial forces remain as imported from Connection.</p>\n<p>For <strong>cast-in plates,</strong> we adopted a different approach. Several European design recommendations require that only the reinforcement bars are considered to resist axial forces, while headed studs are assumed to transfer shear only. Since IDEA StatiCa Connection cannot internally separate axial forces in reinforcement anchors from those in headed studs during the export, the anchors of cast-in plates are imported into Detail <strong>fully connected, also in the axial direction</strong>. This allows the user to activate a design option in Detail where reinforcement anchors carry only axial tension and headed studs carry only shear. In this workflow, the axial force that was originally assigned to the headed studs has to be <strong>redistributed</strong> onto the reinforcement anchors within the Detail model. Such redistribution would not be possible if we used the pair-of-opposite-forces approach described above, which is why cast-in plates are handled differently.</p>"
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                                            "value": "<h3>Ultimate limit state</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis that takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>To expedite the calculation time and address any issues, consider using a coarse mesh by increasing the multiplier of the default mesh size in the Setup (Fig. 27). If the model performs well, revert the multiplier back to a factor of 1.</li>\n</ul>\n<figure data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1633c630-1610-428f-9f76-d50d4d8ce8c2/18.png\" data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 27\\qquad Mesh multiplier}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). Users can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 27).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code)), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>"
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                                            "value": "<h3>Concrete - ULS</h3>\n<p>The concrete model implemented in 3D CSFM is based on the uniaxial compression constitutive laws prescribed by EN 1992-1-1 for the design of cross-sections, which only depend on compressive strength. The parabola-rectangle diagram specified in EN 1992-1-1&nbsp;Cl. 3.1.7 (1) (Fig. 28a) is used by default in 3D CSFM, but designers can also choose a more simplified elastic ideal plastic relationship according to EN 1992-1-1&nbsp;Cl. 3.1.7 (2) (Fig. 28b). The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 28\\qquad The&nbsp;stress-strain&nbsp;diagrams&nbsp;of&nbsp;concrete&nbsp;for&nbsp;ULS:&nbsp;a)&nbsp;parabola-rectangle&nbsp;diagram;&nbsp;b)&nbsp;bilinear&nbsp;diagram}}}\\]</em></p>\n<p>The implementation of 3D CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cu</sub></em><sub>2</sub> (ε<em><sub>cu</sub></em><sub>3</sub>) in a value of 5% while EN 1992-1-1 assumes ultimate strain less than 0.35%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity <em>f</em><em><sub>cd</sub></em> according to EN 1992-1-1 3.1.3 is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p>α<em><sub>cc</sub></em> is the coefficient taking account of long-term effects on the compressive strength and of unfavorable effects resulting from the way the load is applied. It is according to EN 1992-1-1 Cl. 3.1.6 (1). The default value is 1.0.</p>\n<p><em>f</em><em><sub>ck</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>By default, the idealized bilinear stress-strain diagram for the bare reinforcing bars defined in EN 1992-1-1, section 3.2.7 (Fig. 29) is considered. The definition of this diagram only requires the basic properties of the reinforcement to be known during the design phase (strength and ductility class). Whenever known, the actual stress-strain relationship of the reinforcement (hot-rolled, cold-worked, quenched, and self-tempered, …) can be considered. The reinforcement stress-strain diagram can be defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width). Using the stress-strain diagram with a horizontal top branch does not allow for the verification of structural durability. Therefore, manual verification of standard ductility requirements is necessary.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"Fig. 29\tStress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram with a horizontal top branch.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 29 \\qquad Stress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram}}}\\] \\[ \\textsf{\\textit{\\footnotesize{with a horizontal top branch.}}}\\]</em></p>\n<p>Tension stiffening (Fig. 30)&nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"Fig. 30\tScheme of tension stiffening.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 30\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                                            "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective safety coefficients prescribed in design codes, exactly as in conventional concrete analysis. Values of material safety factors prescribed in EN 1992-1-1 chap. 2.4.2.4 and factors for anchors prescribed in EN 1992-4, EN 1993-1-8, and EN 1994-1-1 are set by default, but the user can change safety factors in the Code and calculation settings (Fig. 31).</p>\n<figure data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/74bc9fff-b55c-46b3-a638-345044b4de8e/Partial%20safety%20factors.png\" data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 31\\qquad The setting of &nbsp;material safety factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Load safety factors have to be defined by the user in Combination rules for each non-linear combination of load cases (Fig. 32). For all templates implemented in <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, partial safety factors are already predefined.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"Fig. 32\tThe setting of  load partial factors in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 32\\qquad The setting of&nbsp; load partial factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>By using appropriate user-defined combinations of partial safety factors, users can also compute with 3D CSFM using the global resistance factor method (Navrátil, et al. 2017), but this approach is hardly ever used in design practice. Some guidelines recommend using the global resistance factor method for non-linear analysis. However, in simplified non-linear analyses (such as 3D CSFM), which only require those material properties that are used in conventional hand calculations, it is still more desirable to use the partial safety format.</p>"
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                                            "value": "<p>The different verifications required by EN 1992-1-1 are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum Equivalent principal stress σ<em><sub>c,eq </sub></em>obtained from FE analysis and the limit value σ<em><sub>c,lim</sub></em> = <em>f</em><em><sub>cd</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to 1992-1-1&nbsp;Cl. 3.1.7 (1).</p>\n<p>This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction <em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks σ<em><sub>sr</sub></em> and the specified limit value σ<em><sub>s,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{for bilinear diagram with inclined top branch}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\textsf{\\small{for bilinear diagram with horizontal top branch}}\\)</p>\n<p>where:</p>\n<p><em>f</em><em><sub>yk</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the yield strength of the reinforcement according to EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the ratio of tensile strength <em>f</em><em><sub>tk</sub></em> to the yield stress, <br>\n&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γ</em><em><sub>s </sub></em><sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sub>is the partial safety factor for reinforcement.</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value <em>σ</em><em><sub>s,lim</sub></em> is determined.</p>\n<p>In addition, the <em>N</em><em><sub>Ed</sub></em> and <em>V</em><em><sub>Ed</sub></em> values are specified for anchors, which are checked against <em>N</em><em><sub>Rd,s</sub></em> and <em>V</em><em><sub>Rd,s</sub></em> according to the selected code. The code is chosen depending on the type of anchor used in Project settings.</p>\n<figure data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/230a0c76-3c87-40ae-9f83-26d6635e85dc/Project%20settings%20-%20code%20select.png\" data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 33\\qquad EN 1992-1-1 Figure 8.2 - Anchor check - Design code selection}}}\\]</em></p>\n<p>Since different approaches are chosen for checking anchors in different standards, the user can choose the following standards for individual anchor types:</p>\n<ul>\n  <li>Anchors made of bolt material - EN 1992-4, EN 1993-1-8</li>\n  <li>Headed studs subjected to axial force - EN 1992-4</li>\n  <li>Headed studs subjected to shear force - EN 1992-4, EN 1994-1-1</li>\n  <li>Anchors made of reinforcement - EN 1992-4</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1992-4 - 7.2.1.3</strong></p>\n<p>\\[N_{Rd,s} = \\frac{c \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– reduction for cut threads&nbsp;&nbsp;</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– minimum tensile strength of the bolt</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>Ms</sub></em> = partial safety factor for steel</li>\n</ul>\n<p>\\[\\gamma_{Ms} = 1.2 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.4\\]</p>\n<p>where:&nbsp;&nbsp;</p>\n<ul>\n  <li><em>f</em><em><sub>yk</sub></em>&nbsp;– minimum yield strength of the bolt</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1993-1-8 - 3.6.1</strong></p>\n<p>\\[N_{Rd,s} = F_{t.Rd} = \\frac{c \\cdot k_2 \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3)&nbsp;</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;= 0.9 – factor for non-countersunk anchors&nbsp;</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor bolt ultimate tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>M2</sub></em> =1.25&nbsp;– partial safety factor for bolts (EN 1993-1-8, Table 2.1)&nbsp;</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1992-4 - 7.2.2.3</strong></p>\n<p>For stand-off = direct,&nbsp;<strong>the&nbsp;shear without lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.1):</p>\n<p>\\[V_{Rd,s} = \\frac{k_6 \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>For stand-off = mortar joint,&nbsp;<strong>the&nbsp;shear with lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.2):</p>\n<p>\\[V_{Rd,s} = \\frac{\\alpha_M \\cdot M_{Rk,s}}{\\gamma_{Ms} \\cdot l_a}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><em><sub>6</sub></em>&nbsp;= 0.6 for anchors with fuk ≤ 500&nbsp;MPa;&nbsp;<em>k</em><em><sub>6</sub></em>&nbsp;= 0.5 otherwise</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– shear area of anchor reduced by threads</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– anchor bolt ultimate strength</li>\n  <li><em>α</em><em><sub>M</sub></em>&nbsp;=&nbsp;2 – full restraint is assumed (EN&nbsp;1992-4 – Cl.&nbsp;6.2.2.3)</li>\n  <li>\\(M_{Rk,s} = M^{0}_{Rk,s} \\left(1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right)\\)&nbsp;– characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n  <li><sub>&nbsp;</sub>\\(M^{0}_{Rk,s} = 1.2 \\cdot W_{el} \\cdot f_{ub}\\) – characteristic bending resistance of the anchor (ETAG&nbsp;001, Annex C – Equation (5.5b))</li>\n  <li>\\(W_{el} = \\frac{\\pi d^{3}}{32}\\)&nbsp;– section modulus of the anchor</li>\n  <li><em>d</em>&nbsp;– anchor bolt diameter; if the shear plane in a thread is selected (which always is for threaded rod), the diameter reduced by threads is used; otherwise, nominal diameter,&nbsp;<em>d</em><em><sub>nom</sub></em>, is used</li>\n  <li><em>N</em><em><sub>Ed</sub></em>&nbsp;– tensile force in the anchor</li>\n  <li><em>N</em><em><sub>Rd,s</sub></em>&nbsp;– tensile resistance of the anchor</li>\n  <li>\\(l_{a} = 0.5\\, d_{\\mathrm{nom}} + t_{\\mathrm{mortar}} + 0.5\\, t_{\\mathrm{bp}}\\)&nbsp;– lever arm</li>\n  <li><em>t</em><em><sub>mortar</sub></em>&nbsp;– thickness of mortar (grout)</li>\n  <li><em>t</em><em><sub>bp</sub></em>&nbsp;– thickness of the base plate</li>\n  <li>\\(\\gamma_{Ms} = 1.0 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.25\\) for \\(f_{uk} \\le 800 \\text{ MPa}\\) and &nbsp;\\(\\frac{f_{yk}}{f_{uk}} \\le 0.8\\);&nbsp;<em>γ</em><em><sub>Ms</sub></em><sub>&nbsp;</sub>= 1.5 otherwise – partial safety factor for steel failure (EN&nbsp;1992-4 – Table 4.1)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1993-1-8 - 6.2.2</strong></p>\n<p>Anchor shear steel resistance&nbsp;is determined according to EN 1993-1-8 – 6.2.2 (7)&nbsp;<strong>regardless of direct or mortar joint stand-off</strong>. The grout strength and thickness should be according to Cl. 6.2.5 (7).</p>\n<p>\\[V_{Rd,s} = F_{v,b,Rd} = \\min \\left\\{ F_{1v,b,Rd} ,\\, F_{2v,b,Rd} \\right\\}\\]</p>\n<p>where:</p>\n<p>\\[F_{1v,b,Rd} = \\frac{\\alpha_v \\cdot f_{ub} \\cdot A}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li><em>α</em><em><sub>v</sub></em>&nbsp;= 0.6 for grades 4.6, 5.6, 8.8, and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– ultimate tensile strength of the bolt material</li>\n  <li><em>A</em>&nbsp;– tensile stress area of the bolt, <em>A</em> = <em>A</em><em><sub>s,</sub></em> where&nbsp;<em>As</em>&nbsp;is the tensile stress area of the bolt (reduced by the thread)</li>\n  <li><em>γ</em><em><sub>M2</sub></em>&nbsp;– safety factor - EN 1993-1-8 – Table 2.1</li>\n</ul>\n<p>\\[F_{2v,b,Rd} = \\frac{\\alpha_b \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li>&nbsp;\\(\\alpha_b = 0.44 - 0.0003\\, f_{yb}\\)</li>\n  <li><em>α</em><em><sub>b</sub></em> is a&nbsp;coefficient depending on the yield strength of the anchor bolt</li>\n  <li><em>f</em><em><sub>yb</sub></em>&nbsp;– anchor yield strength; 235 MPa&nbsp;≤fyb≤&nbsp;640 MPa</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– tensile stress area (reduced by the thread)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1994-1-1 - 6.6.3.1</strong></p>\n<p>\\[V_{Rd,s} = P_{Rd} = \\frac{0.8 \\, f_u \\, \\pi \\, d^2}{4 \\, \\gamma_v}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><em><sub>v</sub></em>&nbsp;is the partial factor for shear connection per EN 1994-1-1 chap. 2.4.1.2. The recommended value for <em>γ</em><em><sub>v</sub></em>&nbsp;is 1.25</li>\n  <li><em>d</em> is the diameter of the shank of the stud, 16 mm ≤ d ≤ 25 mm;</li>\n  <li><em>f</em><em><sub>u</sub></em>&nbsp;is the specified ultimate tensile strength of the material of the stud, but not greater than 500 MPa.</li>\n</ul>\n<p>In EN 1994-1-1, clause 6.6.3.1 also provides Equation (6.19), which limits the shear resistance of a stud by the punching (bearing) capacity of the concrete. In IDEA StatiCa Detail, this failure mode is not checked by a separate code formula in the post-processing. Instead, it is built directly into the nonlinear finite element analysis as a stop criterion: the analysis is terminated before the shear force in an anchor reaches the corresponding <em>P</em><em><sub>Rd</sub></em><br>\nfrom Equation (6.19). This approach is used because Equation (6.19) is valid only for headed studs welded to the steel plate and for stud diameters in the range 16 mm ≤ d ≤ 25 mm, as specified in 6.6.3.1.</p>\n<p>To cover a wider range of practical cases, we created a series of 3D reference models in Abaqus with anchor diameters from 8 mm to 50 mm and concrete strengths from C16/20 to C50/60. The studs were modeled either welded rigidly to the base plate or connected by a pinned (hinged) joint. The material models and contact parameters in Detail were then calibrated against these Abaqus simulations, which were themselves verified against Equation (6.19) within its validity range. This stop criterion is valid for all anchor types and all EN codes.</p>\n<p><br></p>\n<p><strong>Interaction of tension and shear in anchor steel</strong></p>\n<p>The interaction of tension and shear per EN 1993-1-8 is implicitly included in the anchor shear check.</p>\n<p>The interaction of tension and shear per EN 1992-4&nbsp;is determined separately for steel and concrete failure modes according to Table 7.3. Interaction in steel is checked according to Equation (7.54) or (7.57). The interaction in steel is checked for each anchor separately.</p>\n<p>Two approaches based on load conditions are applied for anchoring with supplementary reinforcement.</p>\n<ul>\n  <li>For anchors subjected to&nbsp;<strong>tensile and shear forces</strong>, the interaction is calculated as</li>\n</ul>\n<p>\\[\\left( \\frac{N_{Ed}}{N_{Rd,s}} \\right)^{2}+\\left( \\frac{V_{Ed}}{V_{Rd,s}} \\right)^{2}\\le 1\\]</p>\n<p><br></p>\n<p>EN 1994-1-1 states in Article 6.6.3.2 that if the anchor tensile force is greater than <em>0.1P</em><em><sub>Rd</sub></em>, the check is not covered by this standard. In such a case, the interaction is assessed in accordance with EN 1992-4 in the application. In such a case, the shear check should not be considered according to EN 1994-1-1.</p>\n<p><br></p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by EN 1992-4, Clause 7.2.1.5 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = k_2 \\cdot A_h \\cdot f_{ck} / \\gamma_{Mp}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><em><sub>h</sub></em> is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>ck</sub></em> is the characteristic compressive strength of concrete - EN 1992-1-1 Cl. 3.1.2</li>\n  <li><em>γ</em><em><sub>Mp</sub></em> is taken in the application as <em>γ</em><em><sub>Mp</sub></em> = <em>γ</em><em><sub>c</sub></em> with the default value of 1.5</li>\n  <li>&nbsp;<em>k</em><em><sub>2</sub></em> is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.&nbsp;</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.</p>\n<p><br></p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the ultimate bond strength <em>f</em><em><sub>bd</sub></em><sub>,</sub> according to EN 1992-1-1 chap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2.25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f</em><em><sub>ctd</sub></em><sub> </sub>&nbsp;&nbsp;&nbsp;&nbsp; is the design value of concrete tensile strength according to EN 1992-1-1 Cl. 3.1.6 (2). Due to the increasing brittleness of higher-strength concrete, <em>f</em><em><sub>ctk,0.05</sub></em><sub> </sub>is limited to the value for C60/75 according to EN 1992-1-1 Cl. 8.4.2 (2)</li>\n  <li>η<sub>1</sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is a coefficient related to the quality of the bond condition and the position of the bar during concreting (Fig. 34).</li>\n  <li>η<sub>1</sub> = 1.0 when ‘good’ conditions are obtained and</li>\n  <li>η<sub>1</sub> = 0.7 for all other cases and for bars in structural elements built with slip-forms, unless it can be shown that ‘good’ bond conditions exist</li>\n  <li>η<sub>2</sub> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is related to the bar diameter:<br>\nη<sub>2</sub> = 1.0 for Ø ≤ 32 mm<br>\nη<sub>2</sub> = (132 - Ø)/100 for Ø &gt; 32 mm</li>\n</ul>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"Fig. 33\tDescription of bond conditions.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 34\\qquad EN 1992-1-1 Figure 8.2 - Description of bond conditions.}}}\\]</em></p>\n<p>In IDEA StatiCa Detail, the bond conditions are taken into account according to Fig. 34 c) and d). The direction of concreting can be set in the application for each project item as follows:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 35\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and Limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>σ</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>ultimate strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 36\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<h4>Anchorage types at the end of Reinforcement (Anchors and Rebars)</h4>\n<p>The available <strong>anchorage types</strong> in 3D CSFM include a straight bar (i.e., no anchor end reduction), bend, hook, loop, welded transverse bar, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 36 for longitudinal reinforcement and in Fig. 37 for stirrups. The values of the adopted anchorage coefficients are in accordance with EN 1992-1-1 section 8.4.4 Tab. 8.2. It should be noted that in spite of the different available options, 3D CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 37\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the 3D CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g)&nbsp;continuous bar.}}}\\]</em></p>\n<p><br></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"Fig. 18\t Available anchorage types and respective anchorage coefficients for stirrups. Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for stirrups.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.}}}\\]</em></p>\n<p>In order to comply with EN 1992-1-1, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                                            "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in the CSFM is based on the parabolic-plastic stress-strain curve for concrete based on the Portland CementAssociation’s parabolic stress-strain curve described in PCA’s Notes on ACI 318-99 Building Code Requirements for Structural Concrete, Figure 6-8. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 39\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of the CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached it considers a plastic branch with ε<em><sub>c</sub></em><sub>0</sub> in maximum value 5% while ACI 318-19 Cl. 22.2.2.1 assumes ultimate strain less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>1</sub> is the Reduction factor of concrete compressive strength defined in ACI 318-19 Cl. 22.2.2.4.1. When using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>.</em></p>\n<p><em>Φ</em><em><sub>c </sub></em>is the strength reduction factor for concrete. The default value is set according to ACI 318-19 Table 24.2.1 (b)(f).</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered. See ACI 319-19 Cl. 20.2.1. The definition of this diagram only requires the basic properties of the reinforcement to be known - strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect.&nbsp;</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 40 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to ACI 318-19 Table 24.2.1.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>10% is selected as the limit strain at which the calculation is stopped. This is considered safe based on ASTM A955/A955M-20c Article 7.</p>\n<p>Tension stiffening (Fig. 41) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 41\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                                                    "value": "<h4>Reinforced concrete wall or deep beams full code-check? No problem!</h4>\n<p>The aim of the webinar is to present how to code-check a <strong>general-shape deep beam</strong> in <strong>IDEA StatiCa Detail</strong> in connection with results from the FEA application in minutes. We will show the workflow on an example of a residential concrete building – exporting the geometry, creating the submodel in IDEA StatiCa Detail, applying the <strong>correct loads</strong>, design of the reinforcement, and the final code-check for both <strong>ultimate and serviceability limit</strong> <strong>states</strong>.</p>\n<p>Try it on your own - get the <a data-item-id=\"0c872071-6a3f-4b99-8cd4-66440db9cc0d\" href=\"\">free Trial license</a> and follow the step-by-step tutorial on <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Concrete wall</a>.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>The ultimate solution for concrete details and structural parts</h4>\n<p>Common 3D FEA software considers the linear behavior of concrete. Design and code-checks of reinforcement are limited, especially for the <strong>serviceability limit state</strong> which may lead to the development of <strong>excessive cracks</strong>. All of that is covered within the <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">CSFM-based</a> application IDEA StatiCa Detail. Now, all engineers can efficiently design and code-check walls or deep beams of any shape and many more.</p>\n<p>If you want to see more of <strong>IDEA StatiCa Detail&nbsp;</strong>in action, there are two other recorded webinars to watch:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">How to design a prestressed beam with openings easily?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Cast in situ wall – Ruzomberok (Slovakia)</a></li>\n</ul>\n<p>Or browse our Support center for&nbsp;<a href=\"https://www.ideastatica.com/support-center-tutorials?product=concrete&amp;label=detail\" title=\"IDEA StatiCa Detail\">tutorials</a>&nbsp;and read the&nbsp;<a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">theoretical background.</a></p>\n<p><br></p>\n<h3>Webinar recording</h3>"
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                                            "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective strength reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>strength reduction factors</strong> are prescribed in ACI 318-19 Cl. 21.2. The default values for concrete and reinforcement are chosen based on the assumption that the typical example solved in the application is shear-controlled (based on Table 21.2.1 (b), (f), (g)). However, it is possible to model any type of element. Therefore, if a compression or tension-controlled element is assessed, the user has the option to change the strength reduction factor value in the Preferences.</p>\n<figure data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f5c8c73-4050-4623-9f74-04bee16498f2/Strength%20reduction%20factors%20-%20ACI.png\" data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42\\qquad The setting of strength reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to ACI 318-19 Table 5.3.1.</p>\n<p>Except as stated in Chapter 34, service-level load combinations are not defined in ACI 318-19. It is recommended to use combination rules based on Appendix C of ASCE/SEI 7-16. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db9f1517-72eb-45bd-9f0c-6c748d7c9146/Load%20factors%20-%20ACI.png\" data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad The setting of&nbsp;load factors in IDEA StatiCa Detail.}}}\\]</em></p>"
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                                            "value": "<p>The different verifications required by ACI 318-19 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>y,lim</sub></em>.</p>\n<p>\\[f_{y,lim} = \\phi_{s} \\cdot f_{y}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>y,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by ACI 318-19, Clause 17.6.3.2.2a (pull-out failure of headed fastenings).</p>\n<p>\\[N_{pn} = \\Phi \\cdot \\Psi_{c,p} \\cdot 8 \\cdot A_{brg} \\cdot f'_c\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi\\) is the strength reduction factor - Table 17.5.3(c)</li>\n  <li><em>A</em><em><sub>brg</sub></em>&nbsp;net bearing area of the head of stud, anchor bolt, or headed deformed bar (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li>\\(\\Psi_{c,p}\\)&nbsp;is the pullout cracking factor according to 17.6.3.3, and is always taken as 1.0, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the bond strength <em>f</em><em><sub>bu</sub></em>.</p>\n<p>Although the bond strength is not explicitly defined in ACI 318-19, the calculation of the development length can be found in Section 25.4.2. However, since the bond strength is the basic input for determining the development length, see R25.4.1.1 and ACI Committee 408 1966, the bond strength can be calculated as follows:</p>\n<p>Let us assume that if we anchor the reinforcement bar into a concrete block to the development length <em>l</em><em><sub>d</sub></em> or greater, pulling out the reinforcement will lead to rupture of the reinforcement and not to pulling out of the concrete. This can be written with the following formula.</p>\n<p>\\[\\pi\\cdot d_{b} \\cdot l_{d} \\cdot f_{bu}=f_{y}\\cdot A_{s}\\]</p>\n<p>where:</p>\n<p><em>d</em><em><sub>b</sub></em> is the diameter of the reinforcement bar, <em>l</em><em><sub>d</sub></em> is the development length, <em>f</em><em><sub>bu</sub></em> is the bond strength, <em>f</em><em><sub>y</sub></em> is the yield strength of the reinforcement, and <em>A</em><em><sub>s</sub></em> is the area of the reinforcement rebar.</p>\n<p>From the preceding, the formula for calculating bond strength can be easily derived:</p>\n<p>\\[f_{bu}=\\frac{f_{y}\\cdot A_{s}}{\\pi\\cdot d_{b} \\cdot l_{d} }\\]</p>\n<p>The development length <em>l</em><em><sub>d</sub></em> is then determined according to ACI 318-19 Table 25.4.2.3 as follows:</p>\n<p>\\[l_{d}=\\left( \\frac{f_{y}\\cdot\\psi_{t}\\cdot\\psi_{e}\\cdot\\psi_{g}}{C\\cdot\\lambda\\sqrt{f'_{c}}} \\right)\\cdot d_{b}\\]</p>\n<p>where:</p>\n<p><em>C = 25</em> (2.1 for metric) for no. 6 and smaller bars and deformed wires, <em>C = 20</em> (1.7 for metric) for no. 7 and larger bars, λ = 1.0 for normal weight concrete, <em>ψ</em><em><sub>t</sub></em>, <em>ψ</em><em><sub>e</sub></em><sub>,</sub> <em>ψ</em><em><sub>g</sub></em> are determined according to ACI 318-19 Table 25.4.2.3.&nbsp;</p>\n<p>Only uncoated or zinc-coated (galvanized) reinforcement is supported, so <em>ψ</em><em><sub>e</sub></em><em> = 1.0</em>. <em>ψ</em><em><sub>g</sub></em> is automatically determined from the reinforcement grade, and <em>ψ</em><em><sub>t</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 44\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - &nbsp;Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 45\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must be always lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), 90-degree hook, 180-degree hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 46 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from the comparison of the equation from section ACI 318-19 25.4.3.1 and equations taken from section ACI 318-19 25.4.2.3. It should be noted that, in spite of the different available options, CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b76bc446-995d-4d16-8ef9-4aa26671edda/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 46\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;90-degree hook; (c) 180-degree hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with ACI, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                                            "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in CSFM is based on the parabolic-plastic stress-strain curve. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/22a6013d-68bc-406c-b92a-f500a9ba191e/SS%20diagrams%20conc%20-%20AUS.png\" data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 47\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cp</sub></em> in maximum value 5%, while AS 3600 Cl. 8.3.1 assumes ultimate strain of less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{2}\\cdot\\phi_{s} \\cdot \\eta_{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>2</sub> is the reduction factor of concrete compressive strength defined in AS 3600 Cl. 8.3.1 <br>\nWhen using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>. </em>An analogous approach is defined for the Rectangular stress block in Chapter 8.1.3.</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the stress reduction factor for concrete. The default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered, see AS 3600 Section 3.2. The definition of this diagram only requires the basic properties of the reinforcement to be known – the strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width).&nbsp;</p>\n<figure data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e33b934-9d0f-4ba7-9764-4f31801c752b/Steel%20stress-strain%20diagram%20CSFM%20-%20AUS.png\" data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 48 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>Tension stiffening (Fig. 49) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b27b5ab6-24ea-410b-901a-fccbd7e4005f/Tension%20stiffening%20CSFM%20-%20AUS.png\" data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 49\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                                            "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective stress reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>stress reduction factors</strong> are prescribed in AUS 3600 Cl. 2.2.3. The default values for concrete and reinforcement are set according to Table 2.2.3</p>\n<figure data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d32796c-ae70-42fb-a3d3-4542e785f5b1/Stress%20reduction%20factors_AUS.png\" data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 50\\qquad The setting of stress reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to AS 3600 Cl. 4.2.2. Load factors for Serviceability combinations shall be determined according to Table 4.1. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/887ee546-c598-41fd-b494-c43ccbc55194/Load%20factors%20AUS.png\" data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 51\\qquad The setting of&nbsp;load factors in Idea StatiCa Detail.}}}\\]</em></p>"
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                                            "value": "<p>The different verifications required by AS 3600 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>sy,lim</sub></em>.</p>\n<p>\\[f_{sy,lim} = \\phi_{s} \\cdot f_{sy}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>sy,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by AS 5216:2021 Cl. 6.3.4 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = \\Phi_{Mp} \\cdot k_{2} \\cdot A_{h} \\cdot f'_{c}\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi_{Mp}\\) is the strength reduction factor - Table 3.2.4</li>\n  <li><em>A</em><em><sub>h</sub></em>&nbsp;is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>.</p>\n<p>For the determination of the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>, the formula C13.1.2.2 defined in AS3600:2018 Sup 1:2022 is considered in the application.</p>\n<p>\\[f_{bu}=\\frac{k_{2}}{k_{1} \\cdot k_{3}} \\cdot (0.5 \\cdot \\sqrt{f'_{c}})\\]</p>\n<p>Where <em>f'</em><em><sub>c</sub></em><em> ≤ 65 MPa</em> (in the formula is in MPa), and <em>k</em> factors are determined from AS 3600 Cl. 13.1.2.2 as follows:</p>\n<p><em>k</em><em><sub>3</sub></em><em> = 0.7</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(conservative value for all reinforcement)<br>\n<em>k</em><em><sub>2</sub></em><em> = (132 - d</em><em><sub>b</sub></em><em>) / 100</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(<em>d</em><em><sub>b</sub></em> is diameret of rebar in millimeters)<br>\n = 1.3 for a horizontal bar with more than 300 mm of concrete cast below the bar, or 1.0 otherwise</p>\n<p><em>k</em><em><sub>1</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 52\\qquad Direction of concreting}}}\\]</em></p>\n<p>The basic development length <em>L</em><em><sub>sy,tb</sub></em> is calculated according to formula 13.1.2.2 in AS 3600 as follows:</p>\n<p>\\[L_{sy,tb}=\\frac{0.5\\cdot k_{1}\\cdot k_{3}\\cdot f_{sy}\\cdot d_{b}}{k_{2}\\cdot \\sqrt{f'_{c}}}\\ge 29 \\cdot k_{1}\\cdot d_{b}\\]</p>\n<p>As can be seen in the formula, the basic development length <em>L</em><em><sub>sy,tb</sub></em> is limited from below, and therefore the design ultimate bond stress <em>f</em><em><sub>bu</sub></em> must be limited in the same way in the application, so the following applies:</p>\n<p>\\[f_{bu}\\le \\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p>Where <em>f</em><em><sub>sy</sub></em> is in MPa.</p>\n<p>The derivation of the <em>f</em><em><sub>bu</sub></em> limitation is as follows:</p>\n<p>\\[f_{bu}= \\frac{f_{sy}\\cdot A_{s}}{ \\pi \\cdot d_{b} \\cdot L_{sy,tb}}=\\frac{f_{sy}\\cdot \\pi \\cdot d_{b}^{2}}{4 \\cdot \\pi \\cdot d_{b} \\cdot 29 \\cdot k{1} \\cdot d_{b}} =\\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p><br></p>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 53\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), Standard cog, Standard hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 54 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from AS 3600 Cl. 13.1.2. It should be noted that CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 50% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/021688e6-24c8-441b-8210-9f0bb4377e75/Available%20anchorage%20types%20for%20longitudinal%20rebars_AUS.png\" data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 54\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;Standard cog; (c) Standard hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with AS 3600, the anchorage spring should be used in the calculation. The anchorage spring is modified by the β coefficient, so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                                    "value": "<h1>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the 3D CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete 3D details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Mohr-Coulomb plasticity theory implementation in 3D CSFM</a><br>\n<a href=\"#general-mechanics-assumptions-for-3D-CSFM\">General mechanics assumptions for 3D CSFM</a></p>\n<h2>Analysis model of IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#general-finite-element-types\">General finite element types</a><br>\n<a href=\"#load-transfer-devices\">Load transfer devices</a><br>\n<a href=\"#concrete-meshing-in-3D-CSFM\">Meshing in 3D CSFM</a><br>\n<a href=\"#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a><br>\n<a href=\"#presentation-of-3D-results\">Presentation of 3D results</a><br>\n<a href=\"#model-imported-from-idea-statica-connection\">Model imported from IDEA StatiCa Connection</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states\">Limit states</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-EN\">Material models in 3D CSFM (EN)</a><br>\n- <a href=\"#partial-safety-factors\">Partial safety factors</a><br>\n- <a href=\"#ultimate-limit-state-checks\">Ultimate limit state checks</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-ACI\">Material models in 3D CSFM (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-AUS\">Material models in 3D CSFM (AUS)</a><br>\n- <a href=\"#stress-and-strength-reduction-factors-and-load-factors\">Stress and strength reduction factors and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a></p>\n<p><br></p>\n<p><br></p>\n<h1>Introduction to the 3D CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b03faaef_b4f1_010d_1fd1_edf6dd647e42\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2c23365_3b66_01a0_abd7_41cc7a5d855b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" 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data-codename=\"theoretical_background_3d_detail___model_imported_\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1c9baa9_a314_01b1_37b2_cd6c61a9420e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___limit_states\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to EUROCODE</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8deed79d_4187_01f2_fd60_037d562de304\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n26ae82b5_da0f_01f0_1d69_69d7b1e282d4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___partial_safety_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e6a5281a_8b5f_01f2_0261_0b1b3eef6dfd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___ultimate_limit_\"></object>\n<p><br></p>\n<p><br></p>\n<h1>Structural verifications according to ACI 318-19</h1>\n<p>3D CSFM is in accordance with ACI 318-19, chapter 6.8.1.1. In order for the 3D CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9f39b9ca_50c0_015a_2c43_8759ed607707\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1d1efe19_0968_013b_6544_5bd3d06f14aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_reduct\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b9c02246_d04c_0146_3699_3c2b4bf9c86d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys\"></object>\n<p><br></p>\n<p><br></p>\n<h1>Structural verifications according to Australian standard AS 3600</h1>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6.&nbsp;</p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days&nbsp;<em>f'c</em>&nbsp;is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9420be53_2547_0180_5def_d6e20b5be7b1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0a6ca427_5a30_01fc_5334_3f6d024f40b9\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d__stress_reduction\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cd5aad70_8155_0111_d25f_c72e153f21e5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys_f37d2d9\"></object>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<h2>Verifications and validations</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<h3>References</h3>\n<ol>\n  <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determination of Mohr–Coulomb Parameters from Nonlinear Strength Criteria for 3D Slopes.&nbsp;<em>Math. Probl. Eng.</em>&nbsp;<strong>2019</strong>, 6927654.</li>\n  <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determination of the Mohr-Coulomb Material Parameters for Concrete under Indirect Tensile Test.&nbsp;<em>Tech. Gaz.</em>&nbsp;<strong>2019</strong>,&nbsp;<em>26</em>, 412–419.</li>\n  <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modified Mohr-Coulomb—Rankine material model for concrete.&nbsp;<em>Eng. Comput.</em>&nbsp;<strong>2011</strong>,&nbsp;<em>28</em>, 853–887.</li>\n  <li>Fan, Q.; Gu, S.C.; Wang, B.N.; Huang, R.B. Two Parameter Parabolic Mohr Strength Criterion Applied to Analyze The Results of the Brazilian Test.&nbsp;<em>Appl. Mech. Mater.</em>&nbsp;<strong>2014</strong>,&nbsp;<em>624</em>, 630–634.</li>\n</ol>"
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                                            "value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>.&nbsp;</p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation.&nbsp;</p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D.&nbsp;</p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks.&nbsp;</p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.&nbsp;</p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete).&nbsp;</p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -&gt; Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has&nbsp;<strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation.&nbsp;</p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block&nbsp;</h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically.&nbsp;</p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner.&nbsp;</p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met.&nbsp;</p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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                                                                    "value": "<h2>1 Nouveau projet</h2>\n<p>Démarrez <strong>IDEA StatiCa Connection</strong>. Tout commence sur l'onglet <strong>Acier</strong>.</p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Gardez le paramétrage par défaut</strong> pour la topologie d'ancrage et entrez dans l'application.</p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Conception</h2>\n<p><strong>Modifiez </strong>l'opération <strong>Pied de poteau </strong>pour obtenir la topologie finale d'un bloc de béton avec charge excentrée. Le<strong> transfert de l'effort de cisaillement</strong> est paramétré pour<strong> frottement</strong>.</p>\n<ul>\n  <li>Depuis la publication de la <strong>version 24.1, IDEA StatiCa Detail</strong> est <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">sorti de la version BÊTA</a> pour la <strong>conception d'ancrages 3D</strong>. Avec cette nouvelle version, le cisaillement peut être transféré à travers des <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">tiges, bêches et frottement</a>.</li>\n</ul>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><strong>Saisissez les efforts internes</strong> pour l'ancrage chargé biaxialement. Les efforts internes causent des contraintes de compression sur le contact entre le sol et le bloc de béton. Par défaut, on suppose un <a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">bloc de béton</a> fissuré.</p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Vérification</h2>\n<p><strong>Passez</strong> à l'onglet<strong> Vérification</strong> et <strong>Calculer</strong>. La vérification prouve le mode de rupture des tiges. Explorons-le plus en détail.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Découvrons les ruptures potentielles pour traction, cisaillement et interaction mutuelle selon <a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">EN 1992-4</a>.</p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Veuillez examiner la vérification détaillée</strong> <strong>des tiges</strong> car elle révèle une non-conformité sur la première page. <strong>Cela vous informera des vérifications que vous devez effectuer manuellement ou en utilisant d'autres méthodes</strong> parce qu'elles ne sont pas incluses dans IDEA StatiCa Connection. Il est recommandé de prendre les mesures nécessaires pour résoudre ce problème.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>En raison de l'échec de la <strong>vérification de l'ancrage&nbsp;</strong>:</p>\n<ul>\n  <li>Le problème est causé par la <strong>résistance à l'éclatement du béton pour les tiges en traction et cisaillement.</strong></li>\n  <li><strong>Ce problème peut être facilement résolu dans IDEA StatiCa Detail grâce à la méthode 3D CSFM</strong>. Cela vous aide à surmonter le modèle des blocs fissurés en béton standard dans IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Exportation</h2>\n<p>L'application<strong> IDEA StatiCa Connection</strong>, développée en interne,<strong> dispose désormais d'un </strong><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>lien BIM puissant </strong></a><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>avec Detail</strong></a>, permettant la conception et vérification des blocs de béton armé avec plusieurs combinaisons.</p>\n<p>Conditions préalables à l'exportation :</p>\n<ul>\n  <li>Le modèle doit être<strong> précalculé et les résultats doivent être inclus.</strong></li>\n</ul>\n<p>Allez à l'onglet <strong>Vérification -&gt; Vérification de béton armé -&gt; Enregistrer.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>L'exportation n'est autorisée que pour la topologie d'ancrage. L'<a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">exportation</a> permet le transfert de :</p>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection&nbsp;:</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : par adhérence / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h2>5 Conception</h2>\n<p>Cette section vous permet de modifier les éléments, appuis, charges et combinaisons et groupe de barres d'armature.</p>\n<h3>Appuis</h3>\n<p>Le sol présente une certaine rigidité qui doit être prise en compte pour une conception précise. L'<strong>appui superficiel</strong> permet la rigidité dans les trois directions et est défini comme <strong>inactif en traction par défaut</strong> (non-linéarité des limites).</p>\n<ul>\n  <li>Soyez prudent lorsque vous faites des hypothèses sur les conditions limites. Dans le cas de la non-linéarité, si les moments sont assez élevés, l'appui du bloc de béton en traction peut se retourner pendant l'analyse, provoquant des rotations importantes. Cela peut conduire à un modèle divergent en raison du mouvement du corps flexible.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Appareils de transfert</h3>\n<p>Les tiges sont reprises de IDEA StatiCa Connection. Deux types de tiges peuvent être sélectionnés.</p>\n<p>Tiges encastrées :</p>\n<ul>\n  <li>Tiges préinstallées ayant les mêmes attributs d'<a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#finite-element-types\">adhérence</a> que les barres de ferraillage.</li>\n</ul>\n<p>Tiges par adhérence :</p>\n<ul>\n  <li>Post-installés (tiges chimiques) avec la possibilité de personnaliser l'effort d'adhérence selon la résistance d'adhérence réelle.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Veillez au paramétrage correct de l'<strong>interconnexion avec le pied de poteau</strong>. Si les semelles sont importées à partir de l'application Connection, le <strong>transfert des efforts axiaux</strong> doit être <strong>désactivé</strong> et le <strong>transfert de cisaillement</strong> doit être <strong>activé</strong>. C'est parce que les tiges sont chargées directement par les efforts. Vous pouvez en savoir plus à ce sujet <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">ici</a>.</p>\n<p>Si vous conceviez des semelles à partir de zéro dans l'application Detail, les deux options seraient activées. Lors du transfert de cisaillement à travers les tiges, l'utilisateur doit déterminer quelles tiges supporteront l'effort de cisaillement et sélectionner la case à cocher correspondante. Ceci est conforme aux exigences de la norme EN qui spécifie que le cisaillement ne doit être attribué qu'aux tiges effectives pour la vérification de la rupture du bord de béton.</p>\n<h3>Ferraillage</h3>\n<p>Paramétrez l'enrobage en béton à 40 mm, ce qui sera utilisé comme valeur par défaut pour le ferraillage.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Sélectionnez le <strong>Groupe de barres d'armature (1) --&gt; Groupe de barres 3D (2) </strong>et remplissez les champs <strong>Diamètre</strong>, <strong>Attributs</strong> et <strong>Géométrie (3)</strong>.</p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez la <strong>Surface</strong>. Toutes les autres options sont conservées.</p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copiez </strong>l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Charges et combinaisons</h3>\n<p>Les combinaisons sont prises de IDEA StatiCa Connection. Toutes les conséquences de l'importation sont mentionnées en détail dans l'article <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection à Detail</a>.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<h2>6 Vérification</h2>\n<p><strong>Avant de démarrer l'analyse</strong>, nous recommandons vivement de <strong>changer le multiplicateur de maillage</strong> à deux afin d'accélérer le calcul. Cette étape n'est pas obligatoire mais elle peut réduire le temps de calcul et aider à identifier tout problème de divergence. <strong>Si tout se passe bien et aucun problème ne survient, vous pouvez revenir à un multiplicateur d'un</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Résultats</h2>\n<h3>Contrainte équivalente principale</h3>\n<p>La <strong>contrainte équivalente principale (EPS)</strong> dans le béton est déterminée selon le comportement de volume du bloc de béton. Les zones qui subissent la charge la plus élevée sont identifiées et mises en valeur. Afin de mieux comprendre le confinement par rapport à la compression uniaxe, la contrainte équivalente est calculée à l'aide de coefficient kappa. Plus d'informations sur la contrainte équivalente principale sont fournies dans <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#ultimate-limit-state-checks\">cet article de la Base théorique.</a></p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Contrainte dans les barres d'armature</h3>\n<p><strong>Lors de la vérification de ferraillage</strong>, il est essentiel de noter que la tige proche du coin est utilisée au maximum.</p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>En affichant l'utilisation du ferraillage, l'utilisateur peut clairement voir quel ferraillage contribue au transfert de la charge et à la prévention de la rupture du cône de béton.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Ancrage</h3>\n<p>Vérifiez les paramètres de l'<strong>ancrage</strong> et activez l'option <strong>Effort total dans les tiges</strong>. Les efforts dans les tiges peuvent varier légèrement en raison des différentes approches de calcul concernant le bloc de béton. Cependant, les différences ne sont pas significatives.</p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Déformations</h3>\n<p>Passez à <strong>Complémentaire</strong> et activez l'option <strong>Déformation</strong>.</p>\n<p>Il n'est pas nécessaire d'effectuer une vérification de déformation pour ELU mais il est vivement recommandé de vérifier la déformation après l'analyse pour s'assurer que le modèle ne subit pas de déformation importante, de rotation importante ou qu'aucun élément fini n'est endommagé. Cela permet d'avoir une vue d'ensemble des résultats de l'analyse et d'identifier les problèmes qui ont pu se produire lors de l'analyse.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Rapport</h2>\n<p>Enfin, passez à l'<strong>Aperçu/Impression de rapport</strong>. IDEA StatiCa offre un rapport entièrement personnalisable à imprimer ou enregistrer dans un format modifiable.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>Vous avez vérifié l'ensemble de la conception de l'attache selon les normes EN 1993-1-8 et EN 1992-4. La partie en acier a été vérifiée dans IDEA StatiCa Connection et le bloc de béton a été vérifié dans IDEA StatiCa Connection et Detail.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3093d2f3_fd32_01b1_7756_3728b23df3df\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c241a84c_e373_0189_6fd5_29b91c19ae75\"></object>"
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                                                                    "value": "IDEA StatiCa Connection et Detail forment une paire puissante pour l'évaluation des ancrages. Qu'est-ce qu'il faut évaluer selon l'Eurocode et quels sont les résultats obtenus avec quelle application ? Voir l'article suivant pour une image plus claire."
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                                                                    "value": "<p>L'Eurocode spécifie plusieurs modes de rupture des tiges et des semelles en béton et les divise selon leur type de charge. Dans <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, on pouvait déjà évaluer les tiges avec certaines limitations&nbsp;: il fallait faire des évaluations manuellement.</p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>En même temps, il était impossible de prendre en compte le ferraillage des blocs de béton. Ceci change maintenant avec IDEA StatiCa Detail 3D, qui ajoute plus de possibilités. IDEA StatiCa Detail 3D n'offre pas d'évaluations habituelles définies dans la norme pour le béton standard. Cependant, avec l'analyse MEF, nous pouvons vérifier si le béton armé satisfait la charge spécifiée et si <strong>la rupture du béton qui correspondrait </strong>à ces conditions est empêchée. Les applications fonctionnent indépendamment et peuvent être utilisées séparément, mais grâce au <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">lien entre Connection et Detail</a>, il est également possible d'utiliser Detail uniquement comme calcul complémentaire.</p>\n<p>Passons maintenant aux conditions de l'Eurocode une par une et les possibilités offertes par les applications.</p>\n<h2>Effort de traction</h2>\n<p>L'Eurocode divise le premier type de charge (<strong>effort de traction</strong>) en 6 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d, e, f) et deux autres pour les semelles avec ferraillage (g, h).</p>\n<p>L'image ci-dessous montre schématiquement quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.1) pour la conception des ancrages <strong>(CBFEM)</strong>, tandis que IDEA StatiCa Detail est entièrement basé sur la méthode des éléments finis <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Certaines options d'évaluation se chevauchent donc dans les deux applications, mais toujours avec une méthode différente.</p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>Les méthodes mises en œuvre dans le logiciel permettent seulement l'utilisation du béton standard dans Connection, tandis que <strong>seulement les semelles en béton armé peuvent être considérées dans Detail</strong>.</p>\n<figure data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/504267ed-44f6-46ae-9b15-33d57f0af506/failures.png\" data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" alt=\"\"></figure>\n<p>Les principales hypothèses et limites de l'analyse pour IDEA StatiCa Detail 3D sont énumérées dans l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues</a>.</p>\n<h4>a) Rupture d'acier</h4>\n<p>La rupture d'acier des tiges<strong> chargées en traction</strong> est vérifiée dans les deux applications. La résistance à la traction de la tige est vérifiée dans Connection selon la formule suivante :</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>Dans Detail, les tiges sont vérifiées comme les barres de ferraillage ordinaires selon les diagrammes contrainte-déformation définis pour des matériaux particuliers tout en utilisant la valeur de la déformation limite de 5% au maximum (calculée selon l'effet de raidissement par traction, voir plus d'informations dans la Base théorique).</p>\n<h4>b) Rupture du cône de béton</h4>\n<p>La rupture du cône de béton peut être vérifiée dans Connection. Cependant, dans Connection, l'application ne peut prendre en compte que le <strong>béton standard</strong>.</p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Par conséquent, en cas de rupture du cône de béton, il convient de passer à IDEA StatiCa Detail où il est possible d'effectuer une analyse de l'ensemble du bloc de béton armé. La résistance à la traction du béton est négligée de manière conservatrice, ce qui signifie que la capacité portante en cas de rupture du cône est déterminée par la quantité de ferraillage spécifiée de manière significative. Dans l'image ci-dessous, vous pouvez voir les <strong>directions des contraintes principales</strong> qui indiquent la forme du cône mentionné ci-dessus. Dans la partie droite, vous pouvez voir les valeurs des contraintes de béton qui sont comparées avec les valeurs limites.</p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4>c) Rupture par arrachement</h4>\n<p>Cette vérification n'est disponible dans Connection que pour certains cas (voir la première image dans cet article). Une évaluation supplémentaire est nécessaire pour les tiges mécaniques post-installées.</p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>Dans Detail, il est possible de mettre en place des <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">tiges par adhérence</a> et spécifier la résistance d'adhérence de conception selon leurs paramètres techniques. Les tiges seront ensuite vérifiées sur la base de ces paramètres. (Applicable uniquement pour le béton armé).</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Rupture par arrachement et rupture de béton des moyens d'assemblage adhérents</h4>\n<p>Cette rupture ne peut être détectée que dans Detail où les contraintes de béton et les zones d'ancrage sont évaluées à l'aide de 3D CSFM. Le mécanisme de la rupture combinée par arrachement et du béton dans Detail est basé sur les principes définis ci-dessus et son évaluation fait partie de la vérification de la résistance du béton et de l'ancrage. (Applicable uniquement pour le béton armé).</p>\n<h4>e) Rupture fragile de béton</h4>\n<p>Il n'est pas possible de l'évaluer dans Connection. Dans Detail, la rupture fragile est généralement un problème de béton standard où l'utilisation de ferraillage empêche sa production. En même temps, il est possible de voir les contraintes et déformations du ferraillage en compression ou traction et aussi du béton en compression dans l'application Détail.</p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Rupture par éclatement de béton</h4>\n<p>Pour le béton standard, une vérification empirique selon l'Eurocode dans Connection est possible.</p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>Pour les éléments avec ferraillage, il est possible d'utiliser Detail. La rupture par éclatement du béton est couverte par l'analyse de la résistance du béton lorsque les contraintes de traction sont transférées uniquement par le ferraillage (comme mentionné plusieurs fois ci-dessus).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>g) Rupture d'acier du ferraillage</strong></p>\n<p><strong>h) Rupture d'ancrage du ferraillage</strong></p>\n<h2>Charge de cisaillement</h2>\n<p>L'Eurocode divise le deuxième type de charge<strong> </strong>(<strong>effort de cisaillement</strong>) en 4 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d) et deux autres pour les semelles armées (e, f).</p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>L'image ci-dessous montre <strong>schématiquement</strong> quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.2) <strong>pour la conception d'ancrage </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a>. Tous les types de rupture causés par l'effort de cisaillement peuvent être évalués dans l'application Connection.</p>\n<figure data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5929bf71-34da-46ae-b406-852cc91bcfc6/28.png\" data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" alt=\"\"></figure>\n<p>Dans IDEA StatiCa Detail 3D, le cisaillement peut être transféré par frottement, tiges ou bêches. Il est important de préciser que seules les semelles sont évaluées. Les tiges et bêches doivent être vérifiées dans Connection ou ailleurs. Encore une fois, il faut souligner que seul le béton armé est autorisé.</p>\n<h4>a) Rupture d'acier sans bras de levier</h4>\n<p>La rupture d'acier sans bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>b) Rupture d'acier avec bras de levier</h4>\n<p>La rupture d'acier avec bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>c) Rupture par effet de levier du béton</h4>\n<p>La rupture par effet de levier du béton des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>La capacité de cisaillement de béton à travers le pied de poteau est ensuite évaluée dans l'application Detail.</p>\n<h4>d) Rupture du bord de béton</h4>\n<p>La rupture du bord de béton des tiges chargées en cisaillement n'est vérifiée dans Connection que pour le béton standard. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>La rupture du bord de béton peut être vérifiée dans Detail (béton armé uniquement).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>e) Rupture d'acier du ferraillage supplémentaire</strong></p>\n<p><strong>f) Rupture d'ancrage du ferraillage supplémentaire</strong></p>\n<h2>Conclusion</h2>\n<p>L'avantage le plus significatif peut être trouvé dans des exemples tels que l'ancrage près d'un bord et d'autres cas où le béton standard ne correspond pas à la charge requise. Il faut spécifier que les tiges et bêches doivent faire l'objet d'une évaluation supplémentaire dans Connection, mais ensemble, ces deux outils fournissent une solution complète.</p>\n<p>En raison de la méthode et de la manière dont l'application est conçue, l'<strong>application Detail ne convient qu'aux semelles armées.</strong></p>"
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                                                            "value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n  <li>Members</li>\n  <li>Supports</li>\n  <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n  <li>Whole surface</li>\n  <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff.&nbsp;</p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only.&nbsp;</p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p>&nbsp;The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses.&nbsp;</p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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                                                            "value": "<h2>Chargement</h2>\n<p>Les cas de charge peuvent être définis de la même manière que pour les éléments 2D en béton armé. Cela signifie que chaque cas de charge peut se voir attribuer un type de charge permanent ou variable. Les cas de charge permanente sont d'abord appliqués au modèle et, après un calcul réussi, les cas de charge variable sont appliqués.</p>\n<p><strong>Type d'impulsions de charge</strong></p>\n<p>Un total de 4 types d'impulsions de charge peut être ajouté à chaque cas de charge.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>La définition des <strong>charges surfacique</strong> est identique à celle de l'appui superficiel. Cela signifie qu'il est possible de les spécifier de deux manières : Surface entière et Polyligne. Dans le cas des charges surfaciques, l'intensité de la charge est bien sûr saisie dans les trois directions générales.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p>Le <strong>groupe des efforts </strong>est une entité de charge qui vous permet de spécifier des efforts dans trois directions n'importe où sur le modèle à l'aide d'un tableau. Il peut être référencé au pied de poteau ou à la surface d'un bloc de béton. Pour l'entrée des tableaux, il est à nouveau possible d'utiliser la fonctionnalité&nbsp;copier-coller de la feuille de calcul.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p>Le <strong>poids propre</strong> devrait être inclus dans chaque modèle. Par exemple, les fondements&nbsp;en béton chargés d'un moment de flexion ne se renverseront pas aussi facilement.</p>\n<p>Les <strong>charges ponctuelles</strong> peuvent être chargées directement sur le pied de poteau avec six efforts internes Fx, Fy, Fz, Mx, My et Mz dans la position générale.</p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4b4b74a7_d6f3_01f8_de25_75d53edc068e\"></object>\n<p>Lors de l'utilisation d'un pied de poteau, l'application de cet effort directement sur un pied de poteau réaliste et déformable peut entraîner une redistribution irréaliste des contraintes sur le pied, les tiges et le béton. Il est donc plus approprié d'utiliser la deuxième option - le tronçon.</p>\n<p><strong>Le tronçon</strong></p>\n<p>Le tronçon est représenté par une partie courte&nbsp;du poteau au-dessus du pied de poteau qui est modélisé comme une <strong>structure d'éléments de coque</strong> et se comporte comme une interface physiquement précise entre les efforts internes et le pied. Une base de données de sections standard est utilisée.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>L'<strong>ensemble des efforts internes à 6 composantes</strong> (efforts et moments) est appliqué en <strong>un seul point</strong> sur la <strong>face inférieure du tronçon </strong>- c'est-à-dire la base de poteau.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Les contraintes <strong>transfèrent les efforts </strong>à la <strong>face supérieure du tronçon</strong>, d'où elles sont naturellement <strong>redistribuées à travers le tronçon&nbsp;</strong>dans le pied de poteau, les tiges et le béton.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>Cette approche préserve l'interaction réaliste de la rigidité entre le poteau et le pied et élimine la nécessité d'une redistribution manuelle ou d'hypothèses artificielles.</p>\n<p><em>Le tronçon&nbsp;a été publié dans la </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>version 25.1 d'IDEA StatiCa</em></a><em>.</em></p>\n<h3>Combinaisons</h3>\n<p>Puisque l'analyse dans IDEA StatiCa Detail est non linéaire, des combinaisons soi-disant non linéaires sont utilisées. Cela signifie que les cas de charge individuels ne sont pas calculés et que les résultats ne sont pas additionnés. Au contraire, les cas de charge du même type de charge sont additionnés avant le calcul, bien sûr avec les coefficients respectifs définis dans les combinaisons, et les combinaisons individuelles sont ensuite calculées. C'est pourquoi l'existence d'au moins une combinaison est une condition préalable au lancement du calcul.</p>\n<p>Seules les combinaisons pour l'ELU peuvent être définies.</p>\n<figure data-asset-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" data-image-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d078ad21-98af-4d98-880f-39cae23b551e/3D%20Detail%20in%2024.1_16.png\" data-asset-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" data-image-id=\"c07d4586-8f5e-4db3-99cc-ee77857457d0\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                            "value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n  <li>By two points</li>\n  <li>On surface edge</li>\n  <li>On surface edge on more edges</li>\n  <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. In this case, a 3D scene with the reinforcement displayed is additionally available for better orientation, allowing rotations around two axes.</p>\n<figure data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff3a99a5-1dff-4519-9ab7-13c4571673f2/3D%20Detail%20in%2024.1_22.png\" data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" alt=\"\"></figure>"
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                                                            "value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n  <li>Summary</li>\n  <li>Strength</li>\n  <li>Anchorage</li>\n  <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview.&nbsp;</p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties.&nbsp;</p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes:&nbsp;<strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction.&nbsp;</p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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                                                                    "value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring&nbsp;–&nbsp;can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve.&nbsp;</p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n  <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own&nbsp;–&nbsp;see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases&nbsp;–&nbsp;<strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n  <li><strong>Multiple anchoring close together</strong>&nbsp;–&nbsp;The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n  <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong>&nbsp;–&nbsp;A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n  <li><strong>Consideration of existing reinforcement in renovations</strong>&nbsp;–&nbsp;Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included.&nbsp;</li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes&nbsp;–&nbsp;</em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution&nbsp;</h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures.&nbsp;</p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n  <li><strong>IDEA StatiCa Connection</strong>&nbsp;–&nbsp;focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n  <li><strong>IDEA StatiCa Detail</strong>&nbsp;–&nbsp;The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress.&nbsp;</li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads.&nbsp;</p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>.&nbsp;</p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before&nbsp;–&nbsp;so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. 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                                                                    "value": "<p>Qu'il s'agisse d'un espace limité pour l'<a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">ancrage</a>, une disposition architecturale non conventionnelle, un ancrage près du bord, nécessité de fixer l'acier à des formes de béton irrégulières ou demande du chantier de concevoir des platines encastrées, ces cas particuliers exigent plus que des solutions typiques. C'est exactement là que commence le véritable défi de conception.</p>\n<h3>Comment les ingénieurs en structure font-ils face à ces situations ?</h3>\n<p>Cela commence par des hypothèses et beaucoup de travail manuel et calculs. Des heures sont consacrées à l'itération des conceptions et à la vérification selon les normes. Le plus souvent, les conceptions analysées conduisent à des semelles et platines inutilement surdimensionnées en raison de ruptures de béton :</p>\n<ul>\n  <li>Rupture de bord de béton</li>\n  <li>Rupture de cône de béton</li>\n  <li>Combinaison de ruptures</li>\n</ul>\n<figure data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f2b12c1-2437-49b8-b96b-16bfb6c0687c/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" alt=\"\"></figure>\n<p>Prenons l'exemple de l'ancrage près du bord. Sans ferraillage, il est presque impossible de réussir la vérification pour la rupture de bord ou de cône de béton. Lorsque les tiges sont proches les uns des autres, vous avez soudain affaire à des cônes en interaction, ce que la plupart des normes conseillent d'éviter complètement. Mais que faire lorsque votre disposition simplement ne peut pas respecter l'espacement recommandé ?</p>\n<p>Il <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">faut envisager un ferraillage</a> supplémentaire. <em>Eurocode 1992-4 - Conception des structures en béton - Partie 4&nbsp;: Conception des moyens d'assemblage dans le béton </em>recommande d'établir une analogie des fermes appropriée.</p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>Mais que se passe-t-il si une forme atypique de bloc de béton met des bâtons dans les roues ?</p>\n<h3>Relever les défis de l'ancrage pour des géométries de bloc de béton non standard</h3>\n<p>En particulier lorsqu'il s'agit de géométries irrégulières ou dispositions uniques qui vont au-delà des cas standard, le processus ne prend pas seulement du temps, mais laisse aussi trop de place à l'incertitude. Dans de tels cas, les formes générales peuvent être imprévisibles et il est donc essentiel d'examiner attentivement les distances aux bords de tous les côtés. La profondeur d'encastrement peut varier en raison des différences d'épaisseur des blocs ou de positionnement des tiges et les tiges elles-mêmes peuvent ne pas se trouver dans le même plan.</p>\n<p>Dans la <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">dernière version de IDEA StatiCa</a>, nous avons ajouté de nouvelles fonctionnalités puissantes pour vous aider à concevoir et vérifier l'ancrage dans des conditions réelles qui ne suivent pas le manuel.</p>\n<p>Vous pouvez maintenant <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">concevoir et vérifier presque toutes les formes de bloc de béton</a> pour l'ancrage. Qu'il s'agisse d'un piédestal, blocs d'ancrage non rectangulaires, extensions de fondations en bandes, n'importe quelle forme de voile ou une géométrie personnalisée exigée par les architectes.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Conception de platines encastrées tenant compte de ferraillage</h3>\n<p>Dans le secteur de la construction, il est courant de rencontrer des structures d'appui qui intègrent à la fois des éléments en acier et en béton. Les éléments en béton jouent souvent un rôle clé en assurant la stabilité latérale de l'ossature en acier. Ces éléments sont généralement reliés par des <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">platines encastrées</a>. Les platines encastrées offrent un ancrage fiable et peuvent être fabriquées de manière à minimiser les travaux de forage sur le chantier. Les platines affleurent la surface du béton, ce qui permet des assemblages propres et de niveau. Les platines encastrées sont particulièrement appréciées dans des applications telles que les systèmes d'appui de façade, assemblages des cadres en acier dans les bâtiments hybrides béton-acier, appuis de rail de guidage d'ascenseur, ancrage d'équipements mécaniques, appuis de pont et assemblages de panneaux en béton préfabriqué.</p>\n<p>Mais même si les applications sont nombreuses, la conception peut devenir beaucoup plus complexe. Le ferraillage dans le béton résiste aux efforts axiaux, soudé à la platine d'acier pour transférer la charge par adhérence avec le béton. Les goujons de cisaillement, tiges ou bêches résistent aux efforts de cisaillement.</p>\n<p>La résistance de conception des éléments ancrés dépend fortement de la position du ferraillage de béton, en particulier si la platine encastrée est positionnée près du bord (systèmes d'appui de façade).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (avec CSFM 3D) prend automatiquement en compte le ferraillage à proximité d'une platine encastrée, ce qui peut augmenter la capacité de charge de manière significative. Cette solution vous permet de créer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU).</p>\n<h3>Élevez la conception d'ancrage</h3>\n<p>IDEA StatiCa fournit aux ingénieurs une solution complète pour la conception et vérification des ancrages. Les ingénieurs ne sont plus limités par les exemples simplifiés et conservateurs correspondant aux normes de conception qui conduisent à surdimensionner les pieds de poteau et tiges. 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                                                    "value": "<h2>1. Pourquoi le calcul a-t-il été arrêté prématurément ?</h2>\n<p>Le modèle CSFM 3D est conçu pour garantir des simulations précises et fiables. C’est pourquoi il intègre des critères d'arrêt rigoureux. Pour en savoir plus, consultez notre <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&amp;type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">algorithme de contrôle pour 3D CSFM</a> dans le cadre théorique.</p>\n<p><strong>Option \"Stop at Limit Strain\" activée par défaut</strong><br>\nCette fonctionnalité cruciale interrompt le calcul dès que certains critères de déformation (UGT) sont dépassés. Nous vérifions l'épuisement pour le béton, l'armature et l'ancrage :</p>\n<ul>\n  <li><strong>Béton</strong> : Une déformation maximale de 5 % en compression et de 7 % en traction est appliquée pour garantir la convergence des calculs.</li>\n  <li><strong>Armatures</strong> : La déformation plastique est limitée à 5 % pour assurer la sécurité et la performance.</li>\n  <li><strong>Ancrages</strong> : L'évaluation se base sur les valeurs limites de glissement, plutôt que sur les contraintes d'adhérence, afin d’optimiser la stabilité.</li>\n</ul>\n<p><strong>Causes d'une non-convergence</strong></p>\n<p>Lorsque le calcul ne converge pas, plusieurs facteurs peuvent être en jeu. La cause la plus fréquente est l'absence d'armature adéquate. D'autres facteurs peuvent inclure un modèle mal supporté, entraînant de grandes déformations, ou une conception surchargée pour les forces spécifiées.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. Quel soutien dois-je appliquer dans le détail ?</h2>\n<p>Dans l'application <strong>3D Detail</strong>, vous pouvez appliquer des appuis surfaciques avec une rigidité dans toutes les directions. Par défaut, ces supports offrent une rigidité en compression uniquement (Compression-Only), mais il est possible de sélectionner une option qui inclut également la rigidité en traction. Voici deux approches clés à considérer :</p>\n<ul>\n  <li><strong>Fondations reposant sur le sol</strong><br>\nUtilisez un appui qui offre une rigidité en compression uniquement. <strong>Attention</strong> : veillez à ajouter manuellement le poids propre comme cas de charge, car cela n'est pas fait automatiquement. Ce poids propre est essentiel pour prévenir le renversement du bloc de béton.</li>\n  <li><strong>Sous-modèles d'éléments en béton plus grands</strong><br>\nOptez pour un support capable de fonctionner à la fois en compression et en traction. Dans ce cas, il est crucial d'appliquer une armature qui traverse la surface. Cela permet de dissiper toute contrainte de traction par l'armature. Sans cela, des tensions de traction élevées peuvent rapidement apparaître dans le béton, dépassant ainsi le critère d'arrêt de 7 %.</li>\n</ul>\n<p>Pour des informations détaillées sur les fonctionnalités de <strong>Detail 3D</strong>, consultez notre section sur les <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Fonctionnalités complètes de Detail 3D.</a></p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Pourquoi est-il si important de respecter les règles d'exécution ?</h2>\n<p>La conformité aux règles de détail de la norme est essentielle pour garantir la sécurité et la performance des structures en béton. L'armature doit inclure des éléments supplémentaires pour le transfert des forces de traction et transversales, conformément à l'<strong>EN 1992-4</strong>. Cette application assure un transfert de forces efficace : la compression est absorbée par le béton, tandis que la tension est gérée par l'armature. Étant donné que le béton n’a pas de résistance à la traction, un renforcement adéquat est crucial.</p>\n<p><strong>À noter</strong> : Ces règles de détail ne sont pas automatisées. Il incombe à l'utilisateur d'ajouter manuellement les armatures appropriées. L'ingénieur structurel est donc responsable de garantir que l'armature est correcte et conforme aux normes du bloc de béton.</p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. Comment modéliser correctement le transfert des forces transversales ?</h2>\n<p>Le transfert des efforts de cisaillement peut se faire par frottement, ancrages ou falaise de cisaillement, mais il est crucial de choisir une seule méthode à la fois.</p>\n<p><strong>Utilisation du frottement :</strong><br>\nPour garantir une modélisation efficace, assurez-vous que la séquence des cas de charge est correcte : commencez par appliquer la pression (permanente), suivie du cisaillement (variable). Une séquence incorrecte pourrait entraîner un phénomène où la semelle \"s’envole\".</p>\n<p>Avec une séquence de charge correcte et un coefficient de frottement fixé à <strong>0,25</strong>, vous pouvez transmettre 25 % de la force de compression en tant que force de cisaillement. Les taquets de cisaillement transmettent entièrement la force transversale, mais il est important de noter qu'ils ne sont pas contrôlés dans <strong>IDEA StatiCa Detail</strong>. Vérifiez d'abord les chapes dans <strong>IDEA StatiCa Connection</strong> avant de les importer dans Detail.</p>\n<p><strong>Pour les ancrages :</strong><br>\nL'utilisateur peut identifier quels ancrages sont efficaces pour le cisaillement. Cependant, ils ne sont pas vérifiés pour le cisaillement dans Detail. Assurez-vous de vérifier leur capacité dans Connection avant de procéder à leur simulation dans Detail.</p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. À quoi dois-je faire attention lors de l'exportation de Connection vers Detail ?</h2>\n<p>Lors de l'exportation, il est crucial de vérifier comment les forces sont appliquées. Les forces peuvent être appliquées soit directement aux ancrages, soit aux semelles. Étant donné que les ancrages et les semelles sont modélisés comme des éléments distincts, le transfert des forces entre eux doit être déclenché manuellement par le biais de contraintes.</p>\n<ul>\n  <li><strong>Exportation du modèle d'ancrage depuis IDEA StatiCa Connection</strong><br>\nLorsque vous exportez le modèle d'ancrage (voir par exemple le lien <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM Connection to Detail - Ancrage à charge excentrée</a>), le transfert de la force axiale entre les ancres et la semelle est désactivé. Cela permet d'éviter toute pression supplémentaire non désirée sur la semelle. Les forces axiales sont découplées et se trouvent déjà directement dans les ancrages, tandis que les forces de cisaillement sont transmises via la semelle. Ainsi, la case pour le transfert des forces axiales est désactivée et celle pour le transfert des forces de cisaillement est activée dans l'image ci-dessous lors de l'exportation du modèle à partir de Connection.</li>\n  <li><strong>Lorsque vous n'exportez pas le modèle de Connection</strong><br>\nDans ce cas, la charge est placée directement sur la semelle, et vous avez la possibilité d'activer le transfert des forces axiales et de cisaillement entre la semelle et les ancrages.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. Quelle rigidité de la semelle doit être définie ?</h2>\n<p>La définition de la rigidité correcte de la semelle est cruciale pour obtenir des résultats fiables. La figure ci-dessous compare trois modèles différents :</p>\n<ul>\n  <li><strong>Semelle souple exportée de Connection</strong></li>\n  <li><strong>Semelle souple modélisée directement dans Detail 3D avec une charge appliquée sur un seul point</strong></li>\n  <li><strong>Semelle rigide avec une épaisseur accrue, également chargée sur un seul point</strong></li>\n</ul>\n<p>Les résultats de l'analyse ont révélé que les plaques flexibles modélisées directement dans Detail 3D produisaient des distributions de contraintes imprécises et des effets d'arrachement artificiels. En revanche, la plaque rigide a éliminé ces problèmes, offrant des résultats cohérents avec ceux obtenus par l'exportation de la connexion.</p>\n<p>Il est intéressant de noter que les forces d'ancrage étaient similaires dans le premier et le troisième modèle, tandis que le second modèle (plaque flexible dans Detail 3D) a surestimé les forces d'ancrage de plus de <strong>30 %</strong>, ce qui en fait une approximation inexacte.</p>\n<p><strong>Conclusion :</strong> Pour optimiser l'interaction entre la semelle et le béton, il est recommandé d'utiliser une semelle rigide lorsque vous ne l'exportez pas depuis Connection et que vous appliquez une charge en un seul point. Cela garantit que les résultats reflètent le plus fidèlement possible la réalité.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<h2>7. Qu'en est-il de la contrainte de contact ?</h2>\n<p>Dans Connection, il est possible d'établir un contact entre deux plaques et d'afficher la tension de contact. Cependant, l'exportation de l'ancrage de Connection vers Detail ne permet pas d'importer cette tension de contact, ce qui constitue une limitation (voir <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limitation connue pour Detail 3D</a>). La conséquence de l'absence d'effets causés par la tension de contact est que les forces importées ne sont pas équilibrées sur la semelle et que le calcul n'a pas pu être effectué en raison de l'énorme déformation de la plaque d'acier et de la déviation du modèle.</p>\n<p>Comment résoudre ce problème ?</p>\n<ul>\n  <li>méthode 1 - ne pas utiliser le contact dans le modèle de connexion (le contact est justifiable dans un nombre limité de cas)</li>\n  <li>solution 2 - modéliser l'ancrage directement dans l'application Detail avec la plaque de base rigide (voir question 6).</li>\n</ul>\n<figure data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cfe0c5cc-be52-456d-b534-4a407f3b417b/fig_7.png\" data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" alt=\"\"></figure>\n<h2>8.Pourquoi la tension d'attache dépasse-t-elle 99,9 % si rapidement ?</h2>\n<p>Dans de nombreux modèles, la tension d'attache dans l'ancrage dépasse rapidement <strong>99,9 %</strong> d'utilisation, même pour des niveaux de charge très faibles. Ce phénomène s'explique par le comportement observé dans le diagramme contrainte-déformation de la connexion entre l'ancrage/renforcement et le béton, comme illustré dans la figure ci-dessous.</p>\n<p>La liaison (Bond) atteint rapidement sa contrainte ultime, et toute charge supplémentaire entraîne une déformation plastique, souvent appelée <strong>glissement</strong>. Pour une compréhension plus précise, il est utile d'examiner les valeurs de <strong>Ftot / Flim</strong>.</p>\n<p>Pour en savoir plus sur la force d'adhérence ultime des ancrages adhésifs, consultez notre article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Force d'adhérence des ancrages dans Detail 3D.</a></p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. Comment dois-je gérer les paramètres de maillage ?</h2>\n<p>La qualité du maillage est essentielle pour les simulations 3D, en particulier pour les problèmes non linéaires, car elle influence directement le temps de calcul et la précision des résultats.</p>\n<p>Le facteur de multiplication du maillage peut varier de <strong>0,5 à 5</strong>, avec <strong>1</strong> comme valeur par défaut. Voici quelques points à considérer :</p>\n<ul>\n  <li><strong>Facteur de 5</strong> : Utiliser un facteur de 5 peut accélérer les simulations et aider à identifier des erreurs potentielles, mais cela peut également entraîner des résultats imprécis, avec des erreurs pouvant dépasser <strong>30 %</strong>.</li>\n  <li><strong>Facteur de 1 ou moins</strong> : Une fois le modèle vérifié, il est conseillé de revenir à un facteur de 1 ou moins pour obtenir des contraintes et des déformations précises, bien que cela augmente le temps d'analyse.</li>\n  <li><strong>Maillage grossier</strong> : Un facteur plus élevé est approprié pour la conception préliminaire, permettant une évaluation rapide des concepts.</li>\n  <li><strong>Maillage fin</strong> : Un facteur plus faible est recommandé pour la simulation finale, car il fournit des résultats plus précis, notamment autour des ancrages.</li>\n</ul>\n<p>En résumé, adaptez le maillage selon l'étape de votre projet pour équilibrer efficacité et précision.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h3>Est-il possible d'importer plusieurs ancrages ?</h3>\n<p>Oui, il est tout à fait possible d'importer plusieurs ancrages. Que se passe-t-il après l'exportation de ces ancrages multiples de la connexion vers Detail ?</p>\n<p>Lors de l'importation, plusieurs blocs de béton sont créés dans Detail, en fonction du nombre d'embases présentes dans la connexion, chaque embase ayant son propre élément en béton. Cependant, il existe une limitation importante : les blocs de béton multiples ne sont pas pris en charge dans Detail (voir <strong>Limitation connue pour Detail 3D</strong>).</p>\n<p>Pour contourner cette limitation, l'utilisateur doit supprimer tous les blocs sauf un et relier toutes les autres semelles à ce bloc unique. Cela permet d'obtenir une distribution correcte des forces d'ancrage et de soudure.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h3>Conclusion</h3>\n<p>Le <strong>CSFM 3D</strong> dans <strong>IDEA StatiCa Detail</strong> est un outil puissant pour modéliser le comportement non linéaire du béton et de l'armature, en conformité avec l'Eurocode et l'ACI. Il traite efficacement les interactions de liaison, les zones de traction et de compression, ainsi que les dispositions des armatures, fournissant des solutions robustes pour l'ancrage et le transfert de charge.</p>\n<p>Les critères intégrés garantissent que les calculs s'arrêtent lorsque les limites de déformation critiques sont atteintes, et une bonne présentation des armatures est essentielle pour obtenir des résultats réalistes. La qualité du maillage est également cruciale pour la précision des simulations : un maillage plus fin offre une plus grande précision, mais nécessite un temps d'analyse plus long.</p>\n<p>N’oubliez pas que le renforcement supplémentaire, le transfert des forces transversales et des paramètres d'exportation appropriés sont des éléments clés pour des conceptions précises conformes aux normes.</p>\n<p>Pour des informations plus détaillées, nous vous invitons à visionner le webinaire <strong>10 Most Frequently Asked Questions for 3D Anchoring</strong> (Les 10 questions les plus fréquemment posées sur l'ancrage 3D) ou le webinaire en néerlandais sur <strong>3D Detail : Calcul d'ancrage avec renforcement dans 3D Detail</strong>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4860c3a6_2b94_0133_4541_34794e486d10\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n60dba8f2_8efa_0131_1635_311f83f91b54\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ac3f7aa4_1402_0130_f1d3_e05e058cac3b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n86c0e5b8_96b6_011b_0da1_5fee3e625fef\"></object>"
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                                            "value": "<h2>Introduction</h2>\n<p>The confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to lateral pressure (active) or confinement provided by surrounding materials (passive), such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.&nbsp;</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Active confinement is considered while designing, for example, partially loaded areas, concrete hinges, etc.</li>\n</ol>\n<p>In the following figure, you can notice how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c82248d-2921-4a12-8752-4ed3b69cb201/32.png\" data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Confinement effect and influence on the bearing capacity of structures}}}\\]</em></p>\n<p>Before we get into the example itself, let's recall how the concrete material is defined in the application.</p>\n<h2>Concrete material definition in IDEA StatiCa Detail</h2>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;<strong>Mohr-Coulomb&nbsp;plasticity theory</strong> for monotonic loading.</p>\n<p>In general, for a given angle of internal friction of the concrete, which is around&nbsp;<em>φ = 30°</em>, the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 2.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where&nbsp;<em>f</em><em><sub>c</sub></em>&nbsp;is concrete strength in compression,&nbsp;<em>f</em><em><sub>ct</sub></em>&nbsp;is concrete strength in tension,&nbsp;<em>φ</em>&nbsp;is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>,&nbsp;</em>σ<em><sub>c</sub></em><sub>3</sub>&nbsp;are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em>&nbsp;(see below), also increases.</p>\n<p>In 3D CSFM as implemented in IDEA StatiCa Detail, the angle of internal friction is considered as&nbsp;<em>φ = 0°,&nbsp;</em>as shown in Figure 3.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>&nbsp;is constant as σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent \"damaging\" uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>Comparing Figure 2, where the real angle of internal friction is used, and Figure 3, which shows the Mohr-Coulomb theory's implementation with a zero angle of internal friction, it can be seen that the approach chosen for the calculations in the Detail application is very conservative for the assessment of the triaxial stress state. Note that the model with zero friction angle resembles the Tresca model, with tension cut-off.</p>\n<p>Read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h2>Triaxial test&nbsp;– an active confinement example</h2>\n<p>In the example, we will simulate a triaxial test to explain how the triaxial pressure effect is implemented in 3D CSFM in IDEA StatiCa Detail. This will, therefore, be an example of <strong>active confinement</strong>. All calculations will be in characteristic values.</p>\n<p>The model is of the solid block type with plan dimensions 1.0 x 1.0 m and a height of 3.0 m made of C30/37 concrete supported by a rigid surface support in the Z direction. Only for the sake of the stability of the analysis model, the X and Y directions are also included on the surface support with a neglectable stiffness value. The load is applied in two steps. In the first step, a hydrostatic pressure (σ<em><sub>c,</sub></em><sub>1</sub> = σ<em><sub>c,</sub></em><sub>2</sub> = σ<em><sub>c,</sub></em><sub>3</sub>) of 20 MPa is applied to the model. This high value, relative to the concrete strength, was chosen mainly to demonstrate the stability of the computational model.</p>\n<figure data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7494607-2b43-4caa-a8e1-0f4288da7e11/Tri-axial%20test.png\" data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Triaxial test setup - model, load, and boundary conditions}}}\\]</em></p>\n<p>After calculating the model, we get the value σ<em><sub>c,eq</sub></em> = 0 MPa in the whole model. This corresponds to the previous definition of the implementation of the Mohr-Coulomb&nbsp;plasticity theory in Detail.</p>\n<figure data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb50b0f7-cced-42a8-ae95-53f49b768cdb/Eq%20stress%20step%201.png\" data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Equivalent Principal Stress - first calculation step}}}\\]</em></p>\n<p>In the second step, a surface load of 50 MPa is applied to the upper surface of the model. Note that this load is higher than the considered axial compressive strength of concrete of 30 MPa. The objective of the test is to demonstrate that no load greater than the compressive strength of the concrete will be applied in this step. The calculation should, therefore, stop so that the applied load equals the resulting value of σ<em><sub>c,eq</sub></em>.</p>\n<p>Let us now look at the results. As expected, the calculation was stopped because the plastic strain criteria in the concrete, which is 5%, were exceeded.</p>\n<figure data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0aeb3a83-a813-4b7e-ab8a-2c5be92749fe/Stop%20criterion%20after%202.%20step.png\" data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Calculation result after the second step}}}\\]</em></p>\n<p>If we go through the results, we find that they match the assumptions defined above. This shows that the concrete model in Detail works correctly in terms of active confinement.</p>\n<figure data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/399058ba-db6c-445e-8468-98eb0a4d4607/Load%20stress%20step%202.png\" data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad a) Applied load in step 2; b) Equivalent principal stress; c) Principal stresses σc,3 a σc,1}}}\\]</em></p>\n<p>The stress peaks that can be observed at the top and bottom surfaces are caused by the way of applying surface load and surface support to the edges of the mesh from tetrahedral elements with nodal rotations. And also the fact that the maximum nodal values from adjacent finite elements are always displayed in the Detail application. However, the subject of this article is not the specification of this method, so we will not pursue it further.</p>\n<h4>ABAQUS verification</h4>\n<p>In the next step, we will look at a comparison with models created in ABAQUS, where Mohr-Coulomb&nbsp;plasticity theory is also used to define concrete. We will compare the results from Detail with a real concrete model with an internal friction angle of 30°. Thus, we demonstrate the conservativeness of the approach in 3D CSFM.</p>\n<figure data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8d6859d-2d6f-4ac9-ab6c-1d1aa11c4d42/Tri-axial%20ABAQUS.png\" data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad ABAQUS model: a) Concrete mesh 2; b) Load definition; c) Principal stresses σc,3}}}\\]</em></p>\n<p>In ABAQUS, we created a model similar to the model in Detail. The definitions of material, boundary conditions, and loads are identical. On the other hand, the concrete mesh is simplified. The results for two calculations, one using <em>φ = 0°; c = 15 MPa and the second φ = 30°; c = 8.65 MPa</em>, are shown in the graph below as well as the comparison with other angles of internal friction <em>φ =&nbsp;</em>10°, 20°, 40°.</p>\n<figure data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d7b7d8b7-4c82-42de-bcb4-f3c0c8b93f48/Tri-axial%20ABAQUS%20comparison.png\" data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Comparison of 3D CSFM, an ABAQUS model with various angles of internal friction }}}\\]</em></p>\n<p>The graph shows the match between the 3D CSFM and ABAQUS models for <em>φ = 0°</em>. It is also clearly illustrated that the simplifications in the definition of the concrete material in 3D CSFM (the horizontal plastic branch of the stress-strain diagram and horizontal Mohr-Coulomb linear envelope), which lead to both better clarity and, more importantly, faster calculation, also lead, at least in terms of tri-axial stress, to conservative results.&nbsp;</p>\n<p>As a last point, it is worth mentioning that if we consider a hydrostatic stress higher than 20 MPa, the difference between models <em>φ = 0°</em> and other angles would be even greater.</p>\n<h2>Conclusion</h2>\n<p>It was shown and explained that the calculation in 3D CSFM is consistent with the assumptions reported in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>. This was verified by comparison with ABAQUS models and the conservatism of the 3D CSFM approach to the tri-axial stress phenomenon was demonstrated.</p>"
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                                                    "value": "<h2>Introduction&nbsp;</h2>\n<p>In this article, we present a unit test study aimed at verification 3D-CSFM of concrete anchor pull-out behavior through a direct comparison with experimental results<sup>[1]</sup>. The focus of our investigation lies in evaluating the predictive capabilities of numerical models in capturing the key aspects of anchor behavior, including failure modes, and ultimate capacity. Our study encompasses a diverse range of anchor diameters, from &nbsp;10mm up to 32mm reflecting the variability encountered in practical engineering scenarios. Allowing us to discern any diameter-dependent trends and assess the robustness of 3D-CSFM across different scales. It is noteworthy to mention that all simulations are conducted within 3D-CSFM, a method implemented in IDEA StatiCa Detail, utilizing default settings for all parameters.&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the 3D-CSFM's performance in modeling post-installed bonded anchors, we must consider two failure modes:<strong> pull-out</strong>, where the bond stress (τ<sub>b</sub>) is equal to design bond stress (τ<sub>bd</sub>), and <strong>yielding of the anchor itself,</strong> meaning limit <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">plastic strain</a> is reached.<br>\n</p>\n<figure data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/194daeb0-87cc-4fe3-9ee0-96b49558ec8d/Table%202.1%20failure%20modes%20N.png\" data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this study, Hilti HIT-RE500 - SD Injectable Mortar with Reinforcement (500B) anchors were modelled in IDEA StatiCa Detail and the results compared with the experimental data<sup>[1]</sup>.&nbsp;</p>\n<p>The dimensions of the concrete blocks and their reinforcement were carefully considered to mitigate any potential effect on pullout behavior, thus ensuring the validity of the experimental results<sup>[1]</sup>. One concrete block size was used for all anchor unit tests (1.0x1.0x0.5 m; WxDxH). The block is reinforced by bars of steel B 500B and diameter of 8-14 mm. 8 layers of bars around each surface (except for bottom surface, rebars are modeled as continuous through the bottom support) with distance layer of 135.0 mm. &nbsp;All safety factors prescribed by relevant building codes were rigorously adhered to, with a setting of 1.0 employed throughout the calculations. The size of the anchor hole compared to the diameter of the anchor itself was not explicitly considered in the calculation model.</p>\n<figure data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/52eccae5-c38d-4c38-af89-01f276369a6d/01_rebars.png\" data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1 Side view of a reinforced concrete block with glued in anchor}}}\\]</em></p>\n<figure data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0069a93-e7cd-4f0a-bbc4-2493b3d702ab/Concrete_block.png\" data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2 View of a reinforced concrete block with highligted anchor. Diameter of anchor equals to 16 mm }}}\\]</em></p>\n<p>The anchor bond strength, a critical parameter in anchorage design, was determined to be 15.4 MPa according to experiments consideration<sup>[1]</sup>, and 12.0 MPa for the second verifying model. Similarly, according to the experiment, the length of the anchor embedment in the concrete block was consistently determined. The additional 50 mm length of the anchor above the concrete block to which the axial tensile force was applied were considered in the model. In this test, anchors with a diameter of 10mm, 12mm, 16mm, 20mm, 25mm, 32mm were compared with experimental results. Experimental set ups summarized in Table 2.2.</p>\n<figure data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f3ccf8a-b9a2-4995-ac89-008aa7fb640d/experimental%20set%20up.png\" data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" alt=\"\"></figure>\n<p>Utilizing a 3D-CSFM Solid Block model, the analysis encompasses a comprehensive examination of various aspects including anchor pull-out characteristics, determination of critical load thresholds, and nuanced prediction of failure modes.&nbsp;</p>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchor used in the CSFM analysis are summarized in Table 2.2. The yield stress (\\(f_{yk}\\)) and the ultimate stress (\\(k \\times f_{yk}\\)) of the reinforcement, as well as the compressive strength (\\(f_{ck}\\)), plastic strain (\\(\\epsilon_{c2}\\)), and limit plastic strain (\\(\\epsilon_{cu2}\\)) of the concrete, were selected based on the conditions noted in the experiment remarks. The Bond Strength is also specified by the manufacturer in the provided prospectus.</p>\n<figure data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a9a5af3d-6615-4779-ba52-2c901ef58195/Table%202.3%20materials%20N.png\" data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3 Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B 500B, (b) Stress-strain diagram of concrete C30/37 }}}\\]</em></p>\n<h2>Comparison with experimental results&nbsp;</h2>\n<p>This section compares experimental results from the manufacturer with the ultimate loads and failure modes predicted by the 3D-CSFM. Six instances of ultimate pull-out load, corresponding to various anchor diameters, were matched against outcomes from the 3D-CSFM. Additionally, a specific failure mode was determined for each anchor diameter.</p>\n<h2>Failure modes and ultimate loads</h2>\n<p>Table 2.4 presents a comprehensive summary of the ultimate loads recorded in experimental tests (P<sub>u,exp</sub>) and those predicted by the 3D-CSFM (P<sub>u,3D-CSFM</sub>), along with the corresponding failure modes. Ratios exceeding one indicate that the model's predictions are conservatively higher than the measured values. As evidenced in Table 2.4, the primary failure modes predicted by all 3D-CSFM analyses are consistent with the experimental findings, although some discrepancies in specific failure subtypes are noted for larger diameters. The 3D-CSFM predictions are generally accurate, with slightly conservative tendencies indicated by ratios greater than 100% for the larger diameters.&nbsp;</p>\n<figure data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d25551c8-8718-45e4-92d4-bac6d6fd355c/Table%202.4%20resultsN.png\" data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" alt=\"\"></figure>\n<p>Additionally values of (\\(P_{u,bar}\\))&nbsp;and (\\(P_{u,bond}\\)) were calculated and added to the table.</p>\n<p>\\(P_{u,bar}=A_{bar}\\cdot k \\cdot f_{yk}\\)</p>\n<p>\\(P_{u,bond}=C_{bar}\\cdot l_{bar} \\cdot \\tau_{bd}\\)</p>\n<p>Where (\\(A_{bar}\\)) is an area of the anchor, (\\(C_{bar}\\)) is the circumference of the anchor, and (\\(l_{bar}\\)) is a length of the anchor in the concrete.</p>\n<p>It can be seen, from the values presented above, that the experiment is set to prove that the solver is able to <strong>correctly calculate combined Pull-out and YA failure mods</strong>.</p>\n<p>In addition, the same models with the bond strength of (\\(\\tau_{bd} = 12.0 MPa\\)) were calculated and compared with analytically determined values of (\\(P_{u,bond}\\)).</p>\n<figure data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/546261bc-f88e-4b6d-92c9-11f86583559a/Table%202.5%20resultsN.png\" data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" alt=\"\"></figure>\n<p>Figure 1.4 corroborates the outcomes indicated in Table 2.4 by showing that the full capacity of bond stress is achieved as well as limit strain, which consequently leads to the failure mode being identified as <strong>Pull-out and YA</strong>.</p>\n<figure data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f19bffb4-36cf-4f83-8f95-bd6788f5d1e4/07_bond%20stress%20a%20strain%20check_12%20mm.png\" data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4 Anchor 16 mm: Strain check value (left) and Bond stress (right) }}}\\]</em></p>\n<figure data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a481fc30-f5f0-436e-baba-f73fcda00ed6/03_Summary_Stress%20flow_32%20mm.png\" data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5 Anchor 32 mm: Stress flow view }}}\\]</em></p>\n<figure data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bbd6ca5b-68ef-41cd-abe9-b54f269efc05/04_Stress%20in%20the%20reinforcement_bar%2025%20mm.png\" data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6 Anchor 25 mm: Stress in the reinforcement }}}\\]</em></p>\n<figure data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bd58d6f-47fb-4d7c-9929-6357eb604c9e/05_Strain%20in%20the%20reinforcement_20%20mm.png\" data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7 Anchor 20 mm: Strain in the reinforcement }}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p><br>\nThe comparison between experimental data<sup>[1]</sup> and the beta version of the 3D-CSFM indicates a satisfactory correlation. Key insights from this preliminary evaluation include:</p>\n<ul>\n  <li>A strong correlation has been established for all anchors, evident in the failure modes observed in models and the values of ultimate loads.&nbsp;</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<h2>References&nbsp;</h2>\n<p>[1] - HILTI. Hilti HIT - RE500 - SD Injectable Mortar with Rebar (500B). HILTI CORPORATION. <a href=\"Https://www.hilti.com.hk/\" title=\"https://www.hilti.com.hk/\"><em>Https://www.hilti.com.hk/</em></a> [online]. 2016 [cit. 2024-04-22]. Available from: <a href=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf\" title=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/submittal-asset-doc-loc-8336225.pdf\">https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf</a></p>\n<p><br></p>"
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                                                    "value": "<h2>Introduction&nbsp;</h2>\n<p>This article presents a unit test for the 3D Compatible Stress Field Method (3D-CSFM) applied to cantilever beams with variations in length, reinforcement, and concrete grades. The 3D-CSFM enhances the established <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">2D-CSFM</a>, both integral to IDEA StatiCa Detail. Released in beta, the 3D-CSFM adheres to the foundational principles of its 2D predecessor. The assessment of the FEA model is currently being refined to ensure that the results accurately reflect the appropriate behavior. Comparison comes from a series of unit test that were conducted during the process of development and include results from 2D-CSFM and analytical norms from Eurocode 2: Design of concrete structures - Part 1-1, chapter 6.1. The 3D approach in IDEA StatiCa Detail &nbsp;features two primary classes of models: the \"wall element\" and the \"solid block.\" Both are further elaborated within the article, using standard settings in IDEA StatiCa Detail.<br>\n&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the performance of the 3D-CSFM in comparison to the 2D-CSFM and established analytical methods, we classify observed failure modes into three categories: Concrete crushing (C) and yielding of flexural reinforcement (R), or a combination of these two (CR). This classification allows for a structured comparison of failure mechanisms as predicted by different modeling approaches. Table 2.1 defines mentioned failure types by specifying material limit values. The models were specifically designed with robust shear reinforcement to exclude failure due to shear and focus solely on simple bending behavior.</p>\n<figure data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0720838b-3afd-4c1c-8fbe-493b84081581/Table%202.1.png\" data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In the tests, the loads were defined differently based on the model type: as a line load measuring 0.3 m at the end of the beam for the 2D-CSFM, the 3D-CSFM wall element, as a surface load (0.3 x 0.3 m) at the end of the beam for the 3D-CSFM solid block, and as point load in the analytical approach with a location corresponding to resultant force of the previous types.</p>\n<p>There are two types of setup in these sets: <strong>WC </strong>(Weak concrete) <strong>WR</strong> (Weak reinforcement).</p>\n<p>The flexural reinforcement in the models consisted of continuous reinforcing bars with a diameter of Ø = 20 mm. The WR (Weak Reinforcement) model utilized two reinforcement bars, while the WC (Weak Concrete) model included six. The shear reinforcement, made up of Ø = 10 mm stirrups spaced 100 mm apart, was deliberately designed to be robust, thereby precluding any shear failure mode. The shear reinforcement is consistent for all the models.</p>\n<p>The WC are of a concrete grade C16/20 featuring six reinforcement bars, and WR setups using concrete grade C40/50 with two reinforcement bars. The lengths of the test examples varied, measuring 1.0m, 2.5m, and 4.0m.</p>\n<p>Considering all the variations mentioned, this unit test resulted in six different models. These models are described in detail in Table 2.2.</p>\n<figure data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/510dc859-ebc9-4e7f-ba90-e8cd0c064585/Table%202.2%20unit%20test.png\" data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" alt=\"\"></figure>\n<figure data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5820b312-337f-4828-a871-938aa2412b5b/Cross_section_view_with_dimension%20_without_stirrups.png\" data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1\\qquad Cross-section set ups:&nbsp;(a) - WC, (b) - (WR)}}}\\]</em></p>\n<figure data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a770e52-890d-495d-952a-173c2a1baa8a/All_canilever_in_one.png\" data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2\\qquad Length set ups:&nbsp;(a) - 1.0 m, (b) - 2.5 m, (c) - 4.0 m}}}\\]</em></p>\n<h2>Material properties</h2>\n<p>The material properties of concrete and flexural reinforcement used in the&nbsp;<a data-item-id=\"eaab962d-ba44-4ee0-8fa7-45193c9f52b5\" href=\"\">CSFM</a>&nbsp;analysis are summarized in table 2.2<strong>.</strong> The yield stress (f<sub>yk</sub>) and the ultimate stress (k*f<sub>yk</sub>) of the reinforcement as well as the compressive strength (fck), plastic strain(ɛ<sub>c2</sub>) and limit plastic strain (ɛ<sub>cu2</sub>) of the concrete and were selected to clearly illustrate the behavior of the materials under stress.<em>&nbsp;</em></p>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B500N, (b) Stress-strain diagram of concrete C16/20 and C40/50&nbsp;}}}\\]</em></p>\n<figure data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1768bd9b-d9be-4e3c-920c-92695c031d8d/table%202.3_material%20properties_2.png\" data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" alt=\"\"></figure>\n<h2>Modelling with 3D-CSFM</h2>\n<p>In the IDEA StatiCa Detail application, there are model types: the 2D model type utilizes the established CSFM method, while the 3D model type features the newly developed beta version of the 3D-CSFM method. Within the 3D model type, users can choose between two classes of models: 3D Wall and Solid Block.&nbsp;</p>\n<ul>\n  <li>Each class of 3D models within IDEA StatiCa Detail utilizes a different mesher, specifically chosen and optimized for fast and stable calculations. The shape and size of the mesh elements are finely tuned to enhance the performance and accuracy of model computations.&nbsp;</li>\n  <li>Both 3D model classes in IDEA StatiCa Detail use tetrahedron elements for meshing. Specifically, the 3D wall class features mesh elements shaped in a ratio where one dimension is significantly smaller than the other two, effectively mirroring the shape of a wall. This design choice optimizes the mesh for accurate representation and analysis of wall-like structures. The model class \"Solid Block\" general size mesh elements, which are designed to provide a balanced approach to meshing that is suitable for a wide variety of solid geometries. This method ensures efficient and effective analysis across different scenarios.</li>\n  <li>The material of the 3D Wall model is designed as an orthotropic material. This means that the lateral shear stress is transferred by the concrete, accommodating the unique structural behaviors typical of wall elements.&nbsp;</li>\n  <li>To ensure optimal meshing for the 3D wall model class, tailored for wall structures, the mesh multiplier factor was adjusted to 0.7. This was crucial to match the number of elements with those in the Solid block model class, which was set up for the unit test using default settings.</li>\n</ul>\n<h4>Geometry</h4>\n<p>When defining the geometry of the tested specimen in the IDEA StatiCa Detail application (both 2D and 3D environment), the length was set as the variable length (1.0m, 2.5m, 4.0m) plus an additional 1.15 meters. On this additional length of 1.15 meters, supports were defined on top and bottom surfaces with rigid stiffness in all directions.</p>\n<h4>Loads</h4>\n<p>In the tests, the loads were defined differently based on the model type. In the 2D model type, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment on 3D Wall model class, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment for the solid block model class, the load was applied as a surface load measuring 0.3 x 0.3 m at the end of the beam. In the analytical approach, a point load was utilized, positioned to correspond with the resultant force derived from the other model types.</p>\n<figure data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/630701e4-9e3a-4cea-8b94-97519b401a04/Solid%20block%20WC%205%20m%20load.png\" data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4\\qquad Surface load on Specimen: 3D Solid Block WC 4.0}}}\\]</em></p>\n<h2>Calculated Critical Load&nbsp;</h2>\n<p>In the comparison figure 1.5 featuring six model variants distinguished by length and options of WC (weak concrete) and WR (weak reinforcement), the 3D methods generally exhibit a solid match. Notably, the 3D Wall model class's mesh factor was adjusted to 0.7 to equalize the number of elements across the model's height, making it comparable to the solid block general model. The 3D results are slightly higher than the 2D CSFM solutions, as expected due to the inclusion of triaxial stresses and simplifications in 2D CSFM. Analytical results align with 3D and 2D CSFM in most cases, except for higher values in short 1.0 m WC and WR scenarios, where shear interactions (concrete strut in compression) significantly impact but are overlooked analytically, explaining the lower values from 3D models. This is corroborated by 2D CSFM results.</p>\n<figure data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/870661e6-e17d-4c74-af56-6e6001ceb548/critical_load_chart.png\" data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5\\qquad Calculated Critical Load}}}\\]</em></p>\n<h2>Load-deformation response</h2>\n<p>The comparison of diagrams across the different methodologies reveals distinct behavior patterns for each. The 2D-CSFM is depicted with a black dotted line, the 3D-CSFM Wall model class with a red solid line, the 3D-CSFM Solid block model class with a blue dotted line, and the standard approach based on section check according to EN with an orange solid line. Displacement and forces were measured from the end of the cantilever.&nbsp;</p>\n<p>In the diagrams, the analytical results are represented by a constant line, indicating that only a single value for the bending resistance of the given specimen is obtained. This portrayal underscores the static nature of analytical results in contrast to the incremental approach for nonlinear solution.</p>\n<p>In Figure 1.6, there was a strong correlation between the results from the 3D-CSFM and the 2D-CSFM across all tests, aligning well within the range of available measurement data. The analytical approach, however, showed higher force values, anticipated due to its exclusion of shear resistance interaction, especially significant given the beam's 1.0 m length. This highlights the analytical method's limitations in fully capturing the comprehensive forces affecting the specimen.&nbsp;</p>\n<figure data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c59c4c0-8f1c-4043-992d-16b8ac9d8323/WC%201.0%20Chart.png\" data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6\\qquad Calculated Load-Deformation respond: (a) WR 1.0, (b) WC 1.0&nbsp;}}}\\]</em></p>\n<p>In Figure 1.7, which captures load-deformation responses for models with a length of 2.5 meters, all methods show a great match in results. Both 3D models align closely with the analytical results calculated by EN. Comparatively, the 3D method exhibits slightly higher values than the 2D CSFM solution, yet these differences remain within a tolerable margin.</p>\n<figure data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/96d9b437-92a2-4782-aec4-e57bed98a45e/chart%20wc%202.5m_1.2.png\" data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7\\qquad Calculated Load-Deformation respond: (a) WR 2.5, (b) WC 2.5}}}\\]</em></p>\n<p>In the final Figure 1.8, a good correlation is observed among the methods, with the 3D models displaying higher values than both benchmark results. These variances, however, remain within acceptable limits.</p>\n<figure data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/674b490f-3316-49f4-a4c5-9ade9016f9b9/WC%204.0%20Chart.png\" data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.8\\qquad Calculated Load-Deformation respond: (a) WR 4.0, (b) WC 4.0}}}\\]</em></p>\n<figure data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1db0002e-c422-4908-848d-91fb304e18b2/Table%202.4%20failure%20modes.png\" data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" alt=\"\"></figure>\n<figure data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9154f3e-bcff-4de3-8502-63e1e6cd8601/Comparasion_Detail_to_Capacity.png\" data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" alt=\"\"></figure>\n<figure data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63db0112-123a-4fe9-9a12-29e7c2d24b37/sigma_s_wr_5.png\" data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.9\\qquad Calculated value of reinforcement stress&nbsp;on WR 4.0 different model types:&nbsp;(a) 2D, (b) 3D - Solid Block, (c) 3D - Wall}}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p>Given the close alignment between the 3D-CSFM results and those from 2D-CSFM and analytical methods, several conclusions can be drawn:</p>\n<ul>\n  <li>The newly developed 3D-CSFM, although still in its beta version, is already demonstrating promising results.</li>\n  <li>In the load-deformation response and critical load evaluations, the 3D-CSFM shows a strong alignment with the analytical approach where shear effects are minimal. However, in scenarios where shear interactions significantly influence structural resistance, a decrease in resistance is observed. This is an expected outcome and validates that the solver is performing correctly.</li>\n  <li>In the analysis of a cantilever beam subjected to simple bending, both classes of 3D models—the Wall Element and Solid Block—exhibit similar behavior. This consistency underscores the robustness of the 3D-CSFM approach in modeling such structural scenarios.</li>\n</ul>"
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                                            "value": "<h2>Introduction</h2>\n<p>The passive confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to confinement provided by surrounding materials, such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Mechanisms of passive confinement</strong>:\n    <ul>\n      <li><strong>Internal confinement</strong>: Achieved through transverse reinforcement such as ties, stirrups, or spirals within reinforced concrete. These reinforcements prevent the concrete from cracking and bulging outward.</li>\n      <li><strong>External confinement</strong>: Involves the use of external materials like fiber-reinforced polymer (FRP) wraps, steel jackets, or concrete jackets applied around the structural member. This method is often used for retrofitting and strengthening existing structures.</li>\n    </ul>\n  </li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Confinement is widely used in the design of columns, bridge piers, and other critical structural elements. It is also used in retrofitting and strengthening existing structures to improve their load-carrying capacity.</li>\n</ol>\n<p>In the following figure, you can observe how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff38065e-58f4-4de6-ae36-7f859e63e19f/Passive%20confinment%20model.png\" data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Stress-strain model proposed for monotonic loading of confined and unconfined concrete [2]}}}\\]</em></p>\n<h2>Columns subjected to high compressive loading&nbsp;– a passive confinement example</h2>\n<p>In this example, we compare several differently shaped columns subjected to high compressive loading with different topologies and reinforcement ratios, calculated in IDEA StatiCa Detail and calculated by different analytical approaches by Morger, et al. [1], which are given in several current standards –&nbsp;<em>fib</em> Model Code for Concrete Structures 2010 (MC 2010) [3], SIA 262:2013 Concrete Structures (SIA 262) [4], and Eurocode 2 - Design of concrete structures EN 1992-1-1:2023 (EC 2) [5].</p>\n<p>Before we get into the verification itself, let's recall the theoretical basics of 3D CSFM implemented in the application IDEA StatiCa Detail – <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h3>Analytical methods</h3>\n<p>The whole verification is based on the analytical approaches already mentioned in [1]. In this text, we will only give a basic description of the analytical methods of calculation including the relevant formulas. For a better understanding, we recommend studying the paper [1] in more detail.</p>\n<p>The load-bearing resistance of an RC member in compression can be obtained by summing up the three individual components with their associated cross-sectional areas: (i) the uniaxial concrete compressive strength of the entire concrete cross-section, (ii) the compressive strength of the longitudinal reinforcement, and (iii) the increase in concrete compressive strength due to a triaxial stress state provided by confining reinforcement:</p>\n<p>\\[N_{R}=\\underset{(i)}{\\underbrace{f_{c}\\cdot A_{c}}}+\\underset{(ii)}{\\underbrace{(f_{sy.l}-f_{c})\\cdot A_{s.l}}}+\\underset{(iii)}{\\underbrace{\\Delta f_{conf}\\cdot A_{conf}}}\\]</p>\n<p>where <em>f</em><em><sub>c</sub></em> = uniaxial concrete compressive strength, <em>A</em><em><sub>c</sub></em> = concrete cross-section area, <em>f</em><em><sub>sy,l</sub></em> and <em>A</em><em><sub>s,l</sub></em> = yield strength and total cross-sectional area of longitudinal reinforcement, <em>Δf</em><em><sub>conf</sub></em> = concrete compressive strength increase due to confinement, and <em>A</em><em><sub>conf</sub></em> = governing confined concrete area.</p>\n<p>In this article, the coordinate system of an RC member in compression is chosen such that the loading direction coincides with the x-axis, which is referred to as the longitudinal direction. The y and z-directions are, thus, referred to as lateral directions.</p>\n<figure data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6623bde0-2bef-429d-bdc7-8619c947b2a0/most%20important%20geometrical%20parameters.png\" data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Definition of most important geometrical parameters [1]}}}\\]</em></p>\n<p>The increase of the concrete compressive strength <em>Δf</em><em><sub>conf</sub></em> due to confinement is approximately four times the lateral compressive stress [6].</p>\n<p>\\[\\Delta f_{conf}=4\\cdot min(\\sigma_{confy},\\sigma_{confz})\\]</p>\n<p>Assuming yielding of the confining reinforcement and full dispersion of the confining forces, the confining stresses follow equilibrium as:</p>\n<p>\\[\\sigma_{confy}=\\frac{\\sum A_{s.confy}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csz}};\\sigma_{confz}=\\frac{\\sum A_{s.confz}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csy}}\\]</p>\n<p>Where <em>f</em><em><sub>sy.conf</sub></em> is the yield strength of confining reinforcement.</p>\n<p>The following sub-sections present the different existing approaches to determine the governing confined concrete area <em>A</em><em><sub>conf</sub></em> (and the corresponding effectiveness factor k) according to current design guidelines (EC 2, SIA 262, and MC 2010) and according to a new model approach for passive confinement presented in [1].</p>\n<h4>Design approaches according to design guidelines</h4>\n<p><strong>EC2 </strong>determines the governing confined concrete area <em>A</em><em><sub>conf,EC2</sub></em> based on arching action between the discretely distributed load introduction points of the confining reinforcement.</p>\n<p>\\[A_{conf.EC2}=\\underset{A}{\\underbrace{\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)}}\\cdot \\underset{B}{\\underbrace{\\left( \\frac{(b_{csy}\\cdot s_{x}/2)\\cdot(b_{csz}-s_{x}/2)}{b_{csy}\\cdot b_{csz}}\\right)}}\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>This equation, applicable to rectangular crosssections, is based on the work of Mander [2]. For more information and an understanding of parts A and B, refer to [1].</p>\n<figure data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/38782f2d-a9f4-4eb7-a10b-16a298b9d0bc/Confined%20concrete%20area%20according%20to%20EC2.png\" data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Definition of confined concrete area according to EC 2: (a) confined concrete area at the section of a confining }}}\\) \\( \\textsf{\\textit{\\footnotesize{reinforcement layer (e.g., x = sx/2), (b) and (c) longitudinal dispersion of confining forces, (d) governing confined concrete }}}\\) \\( \\textsf{\\textit{\\footnotesize{area at the center between two confining reinforcement layers (e.g., x=0, dotted lines indicating section from (a) as reference).}}}\\)</em></p>\n<p>It is worth mentioning that in EC2, the effectiveness factor of the confining reinforcement&nbsp;<em>k</em> is used to express the load-bearing resistance. Factor <em>k</em> is the ratio between the governing confined concrete area <em>A</em><em><sub>conf</sub></em> and the cross-sectional area Ac.</p>\n<p>\\[k=\\frac{A_{conf}}{A_{c}}\\]</p>\n<p>Using this factor, the load-bearing resistance <em>N</em><em><sub>R</sub></em> can be rewritten as:</p>\n<p>\\[N_{R}=\\left( f_{c}+k\\cdot \\Delta f_{conf}\\right)\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}\\]</p>\n<p>The effective factor is then defined as:</p>\n<p>\\[k=\\left(\\frac{b_{csy}\\cdot b_{csz}-\\frac{1}{6} \\sum b_{i}^{2}}{b_{cy}\\cdot b_{cz}}\\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>For the purposes of this article, however, we will stick to the load-bearing resistance <em>N</em><em><sub>R</sub></em> expression from the beginning of the chapter over the use of the governing confined concrete area <em>A</em><em><sub>conf</sub></em>.</p>\n<p><br></p>\n<p><strong>SIA 262</strong> defines the governing confined concrete area <em>A</em><em><sub>conf,SIA262</sub></em> based on the stress field illustrated in Figure 4, proposed by Sigrist [7].</p>\n<p>\\[A_{conf.SIA262}=(b_{csy}-s_{x})\\cdot (b_{csz}-s_{x})\\]</p>\n<figure data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/347a80eb-2fa9-45fb-905b-0467fd46546f/Confined%20concrete%20area%20according%20to%20SIA%20262.png\" data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Definition of the confined concrete area according to SIA 262: (a) stress field and (b) lateral section at the level&nbsp;}}}\\) \\( \\textsf{\\textit{\\footnotesize{of the confining reinforcement (e.g., x = sx/2).&nbsp;}}}\\)</em></p>\n<p><br></p>\n<p><strong>MC 2010</strong> defines the governing confined concrete area as a combination of the two models forming the basis of the EC 2 and SIA 262 formulation:</p>\n<p>\\[A_{conf.MC2010}=\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)\\cdot \\left( \\frac{(b_{csy}\\cdot s_{x})\\cdot(b_{csz}-s_{x})}{b_{csy}\\cdot b_{csz}}\\right)\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csz}} \\right)\\]</p>\n<p><br></p>\n<p><strong>The new model approach for passive confinement</strong> introduced in [1] defines the simplified confined concrete area <em>A</em><em><sub>conf,simp</sub></em> as a function of the confining reinforcement geometry and spacing.</p>\n<p>\\[A_{conf.simp}=\\left(b_{csy}-\\frac{\\sqrt{s_{x}^{2}+s_{z}^{2}}}{2}\\right)\\cdot \\left(b_{csz}-\\frac{\\sqrt{s_{x}^{2}+s_{y}^{2}}}{2}\\right)\\]</p>\n<h3>IDEA StatiCa Detail models</h3>\n<p>Models are of the solid block type with various plan dimensions <em>b</em><em><sub>cy</sub></em> x <em>b</em><em><sub>cz</sub></em>, height <em>h</em><em><sub>x</sub></em>, and stirrups distance <em>s</em><em><sub>x</sub></em> made of C30/37 concrete supported by rigid surface support in the X, Y, Z direction at the bottom surface. For the sake of the stability of the top concrete cover in the model, the top surface is also supported in horizontal directions by rigid support. Concrete cover <em>c</em> is 30 mm for all models. There are always four longitudinal rebars with the diameter <em>Φ</em><em><sub>s,l</sub></em><em> = 10 mm</em>. Stirrups, the confining reinforcement, and longitudinal bars are modeled from steel B500B. All calculations are in characteristic values.</p>\n<figure data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6056a8a4-94ea-43e1-974d-f85cd120b862/Passive%20confinement%20models.png\" data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad IDEA StatiCa Detail models a) 0.75 x 1.5 x 4.0; b) 1.0 x 1.0 x 4.0; c) 0.75 x 2.5 x 5.0; d) 2.0 x 2.0 x 6.0}}}\\]</em></p>\n<p>A load greater than the expected load capacity is always applied. The program then searches for the maximum possible applicable load so that one of the defined criteria is not exceeded. In this case, it is always the limit strain criterion of the stirrup reinforcement, which is a maximum of 5%, but due to the implemented Tension stiffening, the limiting value is usually lower. For more details, see <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>.&nbsp;</p>\n<p>In the following figure, it can be seen that the calculation of model 0.75 x 1.5 x 4.0 was stopped and a multiple of the applied load was found as the maximum load that the element can resist.</p>\n<figure data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/358337a5-e90c-487d-b844-b595f16be1f0/Passive%20confinement%20limit%20strain.png\" data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad IDEA StatiCa Detail – limit strain in reinforcement}}}\\]</em></p>\n<h3>Comparison of individual models</h3>\n<p>In the following tables and graphs, we present a comparison of all models created in the IDEA StatiCa Detail application and analytical approaches, including all intermediate results for one rectangular and one square model. However, there are auxiliary variables that need to be defined first.</p>\n<p><em>Φ</em><em><sub>s,l</sub></em> and <em>Φ</em><em><sub>s,conf</sub></em> are the diameters of longitudinal and confining reinforcement, <em>n</em><em><sub>y</sub></em> and <em>n</em><em><sub>z</sub></em> are the numbers of spaces <em>s</em><em><sub>y</sub></em> and <em>s</em><em><sub>z</sub></em> (meaning that the number of stirrup legs is <em>n+1</em>), <em>N</em><em><sub>R,uncf</sub></em> and <em>N</em><em><sub>R,conf</sub></em> are defined as follows:</p>\n<p>\\[N_{R,uncf}=f_{c}\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}; N_{R,conf}=\\Delta f_{conf}\\cdot A_{conf}\\]</p>\n<h4>Rectangular model a) 0.75 x 1.5 x 4.0</h4>\n<figure data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/03c627fb-abc9-460a-8076-320591572b40/0.75_1.5_4%20-%20intermidi.png\" data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" alt=\"\"></figure>\n<figure data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/abdce0f1-fc7d-4ee0-8e9e-ff7e68387e74/0.75_1.5_4%20-%20capacity.png\" data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" alt=\"\"></figure>\n<figure data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5975a9e8-2bfb-4d3d-82af-b7e0195c1cfc/0.75_1.5_4%20-%20ratios.png\" data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" alt=\"\"></figure>\n<figure data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0d6eed8-4316-4d91-a606-60b0d0a404f1/0.75_1.5_4%20-%20lbc.png\" data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ee09da0c_0ef6_0164_bae7_ba88270dd704\"></object>\n<h4>Square model b) 1.0 x 1.0 x 4.0</h4>\n<figure data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9043e607-1941-47ac-9832-5d5306eda1f0/1_1_4%20-%20intermidi.png\" data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" alt=\"\"></figure>\n<figure data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d08268c-6815-4628-84dc-361c064a4978/1_1_4%20-%20capacity.png\" data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" alt=\"\"></figure>\n<figure data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6dee50d-146e-4694-8aaa-1538379b1645/1_1_4%20-%20ratios.png\" data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" alt=\"\"></figure>\n<figure data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a5bbd9cb-0d03-41a0-9606-d1ca3265c9df/1_1_4%20-%20lbc.png\" data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3da22c56_c93b_0195_202d_02df21b941f6\"></object>\n<h4>Rectangular model c) 0.75 x 2.5 x 5.0</h4>\n<figure data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7dde6f32-d58c-4e19-8835-c0101e6c7e62/0.75_2_5%20-%20lbc.png\" data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n14a40d45_5e31_01fa_7d34_725af70e1e3f\"></object>\n<h4>Square model d) 2.0 x 2.0 x 6.0</h4>\n<figure data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/222fccb8-f601-41fe-b2aa-290ae7e5351c/2_2_6%20-%20lbc.png\" data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1bc8ae97_dcc3_0117_d9fb_2be2c6543497\"></object>\n<h2>Conclusion</h2>\n<p>Several conclusions can be drawn from the results presented above. In general, the 3D CSFM results have been shown to be quite conservative, especially for square models where the increase in load capacity due to the confinement is less than half in some examples. Good conformity, within 2% deviation, can be observed for rectangular models. Among the analytical methods investigated, the EC2 approach shows the best match in all models. This verification demonstrates that the use of 3D CSFM is safe from a passive confinement point of view and in accordance with the established methods of standards.</p>\n<h2>References</h2>\n<p>[1] MORGER, Fabian; KENEL, Albin a KAUFMANN, Walter. Passive confinement of reinforced concrete members revisited. Online.&nbsp;<em>Structural Concrete</em>. ISSN 1464-4177. <a href=\"https://doi.org/10.1002/suco.202400209\">https://doi.org/10.1002/suco.202400209</a>.</p>\n<p>[2] Mander JB, Priestley MJN, Park R. Observed stress-strain behavior of confined concrete. J Struct Eng. 1988;114:1827–49. <a href=\"https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)\">https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)</a></p>\n<p>[3] International Federation for Structural Concrete (fib). Model code for concrete structures 2010; 2013.</p>\n<p>[4] SIA. Swisscode SIA 262: concrete structures. Zurich, Switzerland: Swiss society of engineers and architects (SIA); 2013.</p>\n<p>[5] EN 1992-1-1:2023. Eurocode 2—Design of concrete structures—Part 1-1: General rules and rules for buildings, bridges and civil engineering structures; 2023.</p>\n<p>[6] Nielsen MP, Hoang LC. Limit analysis and concrete plasticity. 3rd ed. Boca Raton, FL: CRC Press; 2011. <a href=\"https://doi.org/10.1201/b10432\">https://doi.org/10.1201/b10432</a></p>\n<p>[7] Sigrist V. Zum Verformungsvermögen von Stahlbetonträgern [On the deformation capacity of structural concrete girders]. Doctoral Thesis. ETH Zürich; 1995. <a href=\"https://doi.org/10.3929/ethz-a-001492371\">https://doi.org/10.3929/ethz-a-001492371</a></p>"
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                                                        "description": "In the upcoming article, we aim to explore shear failure in beams with low amounts of stirrups. We will compare experimental data with the 3D-CSFM Solid Block model to analyze load-deformation responses and predict failure modes. IDEA StatiCa Detail. 3D CSFM analysis. The Beam with low amount shear of reinforcement. ",
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                                                    "value": "<h2>Introduction&nbsp;</h2>\n<p>In the upcoming article, we aim to explore shear failure in beams with low amounts of stirrups. We will compare experimental data with the 3D-CSFM Solid Block model to analyze load-deformation responses and predict failure modes. This unit test includes three examples, each varying in the amount of reinforcement and dimensions of the beam. Additionally, this article extends the existing verification of the 2D CSFM[1], offering a more detailed examination of mesh variations and the number of examples. All CSFM based methods were conducted in IDEA StatiCa Detail application using mostly default settings. Further insights on this topic will be discussed later in the article.</p>\n<h2>Definition of failure modes</h2>\n<p>To facilitate the comparison of failure modes observed in the experiments with those predicted by the CSFM, the failure modes are categorized as either flexural (F) or shear (S). Although yielding of the reinforcement does not constitute a material failure per se, it is included as a part of the failure mode classification in conjunction with concrete crushing. This distinction is crucial for identifying concrete crushing failures that occur without reinforcement yielding—which are typically very brittle—from those that occur after the reinforcement has yielded, which can demonstrate a degree of deformation capacity.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.1\\qquad Definition of failure modes}}}\\]</em></p>\n<figure data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12ea1af8-8f18-4bfe-9bfa-b939452a7cf1/Failure%20modes.png\" data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this unit test all beams were supported as simple beams and loaded with a single mid-span force. Parameters as dimension reinforcement of the beam can be seen from Fig 2.1. This table includes information such as the diameter of the shear reinforcement (Ø<sub>t</sub>), spacing (s<sub>t</sub>), and the geometric reinforcement ratio (ρ<sub>t,geo</sub>). Additionally, details regarding the flexural reinforcement, including the number (n<sub>l</sub>) and diameter (Ø<sub>l</sub>) of the bars, as well as the geometry of the beams—effective depth (d), shear slenderness ratio (a/d), and width (b)—are presented. The test designated R 500m352, conducted by Huber in 2016[3], utilized specimens reinforced with one-leg hooks. In contrast, test specimens A1 and A3, which were part of an experiment performed by Vecchio and Shim in 2004[2], used two-leg closed stirrups for reinforcement.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.1\\qquad Dimensions and mode of Reinforcement: (a) R500m352, (b) A1, A3 }}}\\]</em></p>\n<figure data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/70aa47e6-ecf5-4b9c-9fd8-53134e2d0446/Reinforcement%20drawing%20scketch.png\" data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.2\\qquad Reinforcement Properties}}}\\]</em></p>\n<figure data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9530187-788b-4ad4-b3ba-e1cfb9174c6b/Reinforcement%20ammount%20properties.png\" data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" alt=\"\"></figure>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchors used in the CSFM analysis are detailed in Table 1.3. Most of the necessary material properties for input into the CSFM were stated in the reports of the given experiments. Values that were not explicitly stated and therefore assumed are marked in the table.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.3\\qquad Material Properties}}}\\]</em></p>\n<figure data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/59eb1c14-1305-4de5-b603-ad45bc2f4816/Material%20properties%20table%206.11.png\" data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.2\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement, (b) Stress-strain diagram of concrete}}}\\]</em></p>\n<h2>Modeling with 3D-CSFM</h2>\n<p>Material and reinforcement parameters utilized in both the 2D and 3D CSFM analyses were sourced from Table 1.2 and Table 1.3, respectively. In the 3D-CSFM, beams were modeled using the solid block model class in IDEA StatiCa Detail. Loading on the beams was applied at mid-span as a surface load over an area of 0.2 m by <em>b</em> (the width of the beam), with the resultant force acting in accordance with experimental data. The support conditions for the beams were modeled as simply supported, utilizing a surface support measuring 0.15 m by 0.30 m. This configuration was designed to replicate experimental setup conditions accurately and provide a realistic simulation of beam behavior under load.</p>\n<p>As previously stated, nearly all parameters, including the mesh size, are maintained as per the default settings in IDEA StatiCa Detail. However, a specific adjustment was made for the modeling of stirrups: the \"Pull-Out model\" was explicitly employed instead of the default \"Tension Chord model\". This model is automatically applied in the 2D-CSFM model under the Beam class for stirrups. The modification was implemented to ensure accurate calculation of stirrups in the 3D-CSFM Solid Block model type within the IDEA StatiCa Detail's <em>developer</em> mode. This adjustment is pivotal for aligning the simulation closely with the physical behaviors observed in experimental setups, particularly in how stirrups are subjected to loads in the models.</p>\n<p>Read more about the Tension Chord model and Pull-Out model in the <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Theoretical background</a><br>\n<br>\nAll partial factors in IDEA StatiCa Detail are set to value 1.0.&nbsp;</p>\n<figure data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3a844f90-c8a4-4621-aab9-a2227b27e7ca/Loads.png\" data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.3\\qquad Loads in IDEA StatiCa Detail: (a) 3D-CSFM: A1 - Vecchio and Shim (2004), (b) 2D-CSFM: R500m352 - Huber (2016)}}}\\]</em></p>\n<h2>Load deformation Response</h2>\n<p>The comparison between the numerical methods and the experimental data can be visualized in Figure 2.4. In this figure, the experimental data is represented by a black dashed line, while the 2D-CSFM is depicted with a blue solid line and the 3D-CSFM with a red solid line. The graphs demonstrate a strong correlation between the numerical methods and the experimental data, indicating that the simulations are effectively capturing the behavior observed in physical experiments. This alignment suggests that the numerical models are robust and provide a reliable basis for analyzing the structural response under tested conditions.</p>\n<figure data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0510583b-9193-40f4-8c43-decf1dec6e5c/load_deformation_respons.png\" data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" alt=\"\"></figure>\n<figure data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c3d23bd-24d9-4eaa-8fcc-e97efac3c08f/load_deformation_respons_a3.png\" data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.4\\qquad Load-Deformation Respons: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<p>The comparison of the critical load can be seen from Figure 2.5 and percentage of compliance from the Table 1.4. For all examples consistent alignment with experimental findings.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.5\\qquad Critical Load: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<figure data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/335a9b22-0c8c-4dc4-b090-3446d94b0040/critical_load.png\" data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.4\\qquad Critical Load comparison}}}\\]</em></p>\n<figure data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cc9573f-e235-4e42-8494-6a1b77eef872/percentual%20difference%20between%20CL.png\" data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.5\\qquad Critical Load and Failure mode type comparison}}}\\]</em></p>\n<figure data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b81c8859-f5a2-446b-865d-1350c9fee7f3/LOAD%20AND%20DEFORMATION.png\" data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" alt=\"\"></figure>\n<h2>Conclusion&nbsp;</h2>\n<p>In the unit test, a comparison is made between the experimental behavior and the CSFM simulations, both in 2D and 3D, of a beam with a low amount of reinforcement. Key insights from the article include:</p>\n<ul>\n  <li>Both the 2D and 3D CSFM simulations closely match the experimental data, demonstrating their capability to accurately predict the structural behavior of beams with minimal reinforcement.</li>\n  <li>The use of solid block modeling in 3D and the equivalent 2D modeling techniques are effective in representing the actual conditions of the beams under load, as validated by the strong correlation with experimental results.</li>\n  <li>The results of the load-deformation response, critical load comparison, and failure mode prediction show a strong agreement with experimental outcomes. This strong alignment underscores the effectiveness and accuracy of the CSFM simulations in modeling the actual behavior of beams under various loading conditions.</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<figure data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d365fafa-2e8b-44aa-9ab3-295954954b39/r500m352%20results%20summary.png\" data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.6\\qquad Stress field results R500m352}}}\\]</em></p>\n<h2>References&nbsp;</h2>\n<p>[1] - Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p>[2] - Vecchio, F.J., and W. Shim. 2004. “Experimental and Analytical Reexamination of Classic Concrete Beam Tests.” Journal of Structural Engineering 130 (3): 460–69.</p>\n<p>[3] -&nbsp;Huber, P. 2016. “Beurteilung der Querkrafttragfähigkeit bestehender Stahlbeton- und Spannbetonbrücken.” PhD thesis, Wien: TU Wien, Faculty of Civil Engineering.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                                            "value": "<h2>Introduction</h2>\n<p>Load capacity of anchors bonded in concrete is dependent on many factors. Concrete and anchor material strength and bond between anchor and concrete are crucial material parameters that determine the anchor behavior. Other factor, not of less importance, is the anchor (and possibly whole foundation block) geometry. Length of anchor and presence of other reinforcement plays also an important role in anchor performance.</p>\n<p>The purpose of this article is to verify and validate CFSM based calculation of anchors bonded in reinforced concrete. Various anchor length is chosen according to available literature data [1] for validation. Verification of the presented approach is based on (I) comparison with other well-established software for numerical simulations of material behavior and (II) compliance with standard design codes.&nbsp;</p>\n<h2>Experiment description</h2>\n<p>The experimental campaign [1] involves testing full-size anchors bonded in a concrete block. The rods are made of ribbed bar (FeE500B) and are 20 mm in diameter. For the ribbed bar, the steel yield strength is 585 MPa, the ultimate strength is 700 MPa, the ultimate strain at failure is 16%, and the elastic modulus is 210 GPa. Three different depths (100, 150, 200 mm) are being tested to observe bond, concrete cone, or rod failure. The anchors are cast in a reinforced concrete block (2250x1850x600 mm) to prevent splitting failure and edge effects. The EDF(Electricity of France)-recommended minimum reinforcement is installed, consisting of one layer of 20 and 25 mm diameter ribbed bars in both directions on the upper and lower parts of the block.</p>\n<p>Additionally, some 12 mm diameter stirrups are installed to support the two layers of reinforcement. The reinforcement rate is 0.64%. The concrete grade used is C40/50. The concrete block is secured using two metal sections connected to the test slab with four prestressing bars. No confining pressure is applied around the anchorage. The hydraulic jack is fixed to the anchorage by two symmetrical rods. The quasi-static tensile loading is displacement-controlled with a loading rate of 1 mm/min, and the load is applied until the anchor fails.&nbsp;</p>\n<figure data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bed29f4e-6668-4ca4-86ae-b73971bc6a1a/01.png\" data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" alt=\"\"></figure>\n<p><em>1) Pull out test setup - coming from article: Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths - Fabien Delhomme, Thierry Roure ,Benjamin Arrieta, Ali Limam</em></p>\n<figure data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0476497e-3f50-471c-9816-a328f41dd074/02.png\" data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" alt=\"\"></figure>\n<p><em>2) Reinforcements and anchor layout</em></p>\n<h2>3D CSFM -Compatible Stress Field Method</h2>\n<h3>Theory&nbsp;</h3>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;Mohr-Coulomb&nbsp;plasticity theory for monotonic loading. The method&nbsp;examines concrete behavior in terms of principal stresses, while neglecting the concrete tensile strength. The effect of concrete tension is only taken into account in Tension stiffening of steel rebars.<br>\nThe reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM&nbsp;is not suitable for simulating plain concrete&nbsp;due to the absence of tension, which may result in misleading deformation and model divergence. <br>\nGenerally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle&nbsp;<em>φ</em>&nbsp;and cohesion parameter&nbsp;<em>c</em>.&nbsp;3D CSFM assumes a zero angle of internal friction, leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant. More can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Theoretical Background</strong></a><strong> </strong>[2].</p>\n<h3>Model assembly</h3>\n<p>The FEA model is constructed using concrete tetrahedral elements of higher order, with embedded 1D rod representing reinforcements interconnected via MPC( Multi-Point-Constraints) and bond elements to allow slip. The reinforcement bars are split into two surface layers with a cover of 60 mm and shear links (see Fig. 2). The model utilizes surface support with restricted X, Y, Z degrees of freedom over a width of 200 mm. Casted anchors are positioned in the middle of the testing specimen, and the length of the anchor varies from 100-200 mm to test all possible failure modes.</p>\n<figure data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b1fe644-ce49-46f0-8ad6-bd895d4a83f4/04.png\" data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" alt=\"\"></figure>\n<p><em>3) Model assembly</em></p>\n<h3>Anchor model</h3>\n<p>The anchor is modeled using a ROD element that can only transfer compression and tension. The important aspect is the bond model and how the anchor is connected to the surrounding concrete to ensure the flow of forces and stress during an interaction between the concrete, anchor, and reinforcements. The connection has a specific linear shear stiffness G<sub>b</sub>, which depends on the modulus of elasticity of concrete E<sub>cm</sub> and the diameter of the anchor. More about the bond model can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a> [2].</p>\n<figure data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f22d2a3-3f60-40ee-b28d-24bd2439a719/03.png\" data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" alt=\"\"></figure>\n<p><em>4) Bond model and MPC</em></p>\n<h2>Design standards</h2>\n<h3>CEB-FIB mode code 2020</h3>\n<p>The engineers have the support in the code and valid standards. This statement evokes the impulse to compare the experimental solution with code - solutions to verify the safety of current standards and codes. The concrete properties C40/50 have been taken from code properties. Material properties for reinforcement bars and anchors were experimentally tested and the data were provided. We have verified the solution for unconfined concrete and the subcategory of good/other bond conditions. The CEB-FIB mode code [3] provides a clear definition of how the bond works. The inputs have been used for numerical simulation of anchor in ABAQUS [4].&nbsp;</p>\n<figure data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ceffed56-48bf-4482-81b0-c17fd1ed0a14/05.png\" data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" alt=\"\"></figure>\n<p><em>4) CEB-FIB mode code 2020 - Bond model</em></p>\n<h3>Eurocode 1992-1-1</h3>\n<p>The Eurocode 1992-1-1 [5] assumption has been used as a prerequisite for <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>. The rigidly-plastic model with a characteristic and experimental calculated bond model has been used for simulation and comparison with an experimental solution.&nbsp;</p>\n<figure data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e19364e8-9cdf-44a0-902f-f9c8fd581f01/06.png\" data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" alt=\"\"></figure>\n<p><em>5) Eurocode 1992-1-1 and 3D CSFM - Bond model</em></p>\n<h2>Eurocode 1992-4</h2>\n<p>The characteristic values have also been compared with Eurocode 1992-4 [6], which is implemented in <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">IDEA StatiCa Connection</a>. This provides insight into how the reinforcement in the concrete block affects the local behavior of the anchor. It allows checking for effects such as anchor failure in tension and concrete cone breakout.</p>\n<figure data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56e0ddb4-bec2-4b4d-a27f-1f99e44effcc/07.png\" data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" alt=\"\"></figure>\n<p><em>6) a) Rod failure in tension; b) Concrete cone breakout</em></p>\n<h2>ABAQUS - Concrete Damage Plasticity</h2>\n<h3>Assumptions</h3>\n<p><a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">Concrete Damage Plasticity</a>&nbsp;(hereafter CDP) is based on the Drucker-Prager plasticity condition [7]. This model is suitable for materials with internal friction, such as soils or concrete. The tensile strength is significantly lower than the compressive strength and the hydrostatic part of the stress tensor plays a role in the evolution of the plasticity surface. Under general stress, the plasticity condition has the surface of a rotating cone. The material model for compressive and tensile stresses also considers post-critical behavior, which is controlled by the so-called damage parameters, taking values from zero (undamaged) to one (for near-zero stiffness of concrete in compression or tension in the post-critical condition). The larger the damage parameter number, the more the element is violated and does not contribute to the stiffness contribution.</p>\n<h3>Material models</h3>\n<p>The uniaxial material model in compression and tension for concrete is based on Thorenfeldt's theory [8]. All inputs are characteristic values that follow the reliability approach of EN 1992-1-1 [5]. The parameters for material model of reinforcement and anchor are taken from chapter \" Experimental description,\" with linear hardening considered in the plastic branch of the diagram.&nbsp;</p>\n<h3>FEA elements</h3>\n<p>The C3D8, or hexa-element with a linear basis function and eight integration points, was used for the FEM model of concrete. The concrete and reinforcement comprise T3D2 elements that transmit only axial effects. The interaction between the reinforcement and the concrete is provided by MPC constraints on which tension-stiffening is taken into account, which covers, to some extent, the cohesion model or dowel effect.&nbsp;</p>\n<h3>Model assembly</h3>\n<p>The FEA model is designed with symmetry boundary conditions to minimize computation costs and improve the efficiency and speed of the solution. It's important to note that due to the reduced model, the forces on the anchor will reach one-quarter of the maximum force. The mesh has been uniformly distributed using a bias ratio, which consistently decreases the mesh size of the concrete towards the anchor location. The mesh size for concrete is in range ( 5 - 100 mm). Local mesh seeding helps with a gradient of the stresses close to the anchor and more precise results.&nbsp;</p>\n<figure data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb507258-c29b-4abc-bd7c-965939bfcdfe/08.png\" data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" alt=\"\"></figure>\n<p><em>7) Model assembly</em></p>\n<h3>Anchor</h3>\n<p>The anchor is modeled using 3D volume elements. Contact cohesive behavior has been used to model the bond between the concrete and the anchor. The surface interaction enables delamination based on the linear elastic traction-separation law before damage occurs. Hard contact has been used in compression and frictionless behavior in tangential movements. Cohesive behavior in the normal and shear directions has been introduced using volumetric stiffness and damage parameters to represent post-critical behavior. The initiation of post-critical behavior is expressed by maximal bond stress in the normal and shear directions and fracture energy with linear or exponential softening [7].</p>\n<figure data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8c810bb1-8a44-4b29-88f8-d9533f343f91/09.png\" data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" alt=\"\"></figure>\n<p><em>8) Cohesive contact</em></p>\n<h2>Results - Anchor 100 mm</h2>\n<figure data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/804d7639-a2a4-47f2-b8b0-6d2cc5999848/10.png\" data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" alt=\"\"></figure>\n<figure data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61567b62-8af3-439c-b8b1-4a20da9bd210/11.png\" data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" alt=\"\"></figure>\n<p><em>9) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cec61f81-adfb-4c88-bc1e-99e1099f4ede/12.png\" data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" alt=\"\"></figure>\n<p><em>10) Maximal force and utilization versus experiment for anchor 100 mm</em></p>\n<figure data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bd9635c8-63d2-42c8-8d6b-348378f45c67/13.png\" data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" alt=\"\"></figure>\n<p><em>11) Load deformation curve - T103-100 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0d8648d-88fc-4b5f-94ab-eba6ce276ed1/14.png\" data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" alt=\"\"></figure>\n<p><em>12) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 150 mm</h2>\n<figure data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b52615a4-f2bf-4f06-9753-8a8269cc93d6/15.png\" data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" alt=\"\"></figure>\n<figure data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd13fb04-aec5-485e-bca7-c6314e2742df/16.png\" data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" alt=\"\"></figure>\n<p><em>12) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8e058ce-8c24-49f9-8871-73534be84f69/17.png\" data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" alt=\"\"></figure>\n<p><em>13) Maximal force and utilization versus experiment for anchor 150 mm</em></p>\n<figure data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7da761ce-c9a4-4134-b706-8360175152b6/18.png\" data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" alt=\"\"></figure>\n<p><em>14) Load deformation curve - T103-150 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3812fab2-6857-4a01-9a22-a735de4a447f/19.png\" data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" alt=\"\"></figure>\n<p><em>15) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 200 mm</h2>\n<figure data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b31adf4a-cd86-4e05-bf27-bdb4eabf3e9d/20.png\" data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\" alt=\"\"></figure>\n<figure data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/345ce74d-6b1f-4caa-95c8-8e3805edddec/21.png\" data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" alt=\"\"></figure>\n<p><em>16) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0fbdeb33-1c2b-48f9-a3d7-cdb7d77557e4/22.png\" data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\" alt=\"\"></figure>\n<p><em>17) Maximal force and utilization versus experiment for anchor 200 mm</em></p>\n<figure data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8a3f8fee-48f7-47aa-9a14-d54adfbafafb/23.png\" data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" alt=\"\"></figure>\n<p><em>18) Load deformation curve - T103-200 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a7380fbf-4d0a-4a3a-815f-2adf2e2ba902/24.png\" data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" alt=\"\"></figure>\n<p><em>19) Load deformation curve - T103-200 characteristic code data comparison&nbsp;</em></p>\n<h2>Conclusion</h2>\n<p>The experimental campaign successfully investigated the behavior of full-size anchors bonded in a reinforced concrete block, using a comprehensive approach that integrated both experimental testing and numerical modeling. By varying the embedment depths of the anchors (100, 150, 200 mm), the study was able to observe different failure modes, including bond failure, concrete cone breakout, and rod failure. The results were rigorously compared with predictions from the CEB-FIB model code and Eurocodes, validating the safety and reliability of current design standards for such anchorage systems.</p>\n<p>The use of advanced modeling techniques, such as 3D CSFM and ABAQUS simulations with Concrete Damage Plasticity, provided deeper insights into the interaction between the concrete and reinforcement, as well as the bond behavior under quasi-static tensile loading. The findings confirmed the effectiveness of the proposed methods in predicting anchor performance, emphasizing the importance of accurate material modeling and appropriate boundary conditions in such simulations.</p>\n<p>The comparison between the actual behavior observed during the experiment and the numerical solution derived using 3D CSFM and ABAQUS shows an approximate 85% correlation. It can be concluded that no numerical solution exceeds the experimental data and maintains a 15% margin of error compared to the experiment, which is considered acceptable from an engineering perspective. The important aspect is also the failure modes which are fitting, except for the anchor length of 200 mm where in 3D CSFM, a combined mode of concrete cone and pull-out occurred before the steel rod failure. This is because, in this case, the peak loads corresponding to these two failure modes are very close.</p>\n<p>The results obtained from CEB-FIB mode code 2020 and Eurocode 1992-1-1 match the experimental results within the range of 30-40%. This indicates that the approach used in the code ensures safety. It's important to note that the values obtained are characteristic values, not design values, so the actual design strength is even lower.</p>\n<p><strong>The findings of the report should convey to the engineers that the 3D CSFM method yields safe outcomes in compliance with Eurocode 1992-1-1[5], and results in a conservative design that is integrated within the code itself.</strong></p>\n<p>Overall, this study contributes valuable data for improving anchorage design practices, offering evidence that can be used to refine existing codes and ensure that safety margins are adequately maintained in real-world applications. The experimental results, combined with theoretical and numerical analyses, provide a robust framework for understanding the complex interactions in anchored systems, ultimately leading to safe and efficient structural designs.</p>\n<h3>References</h3>\n<p>[1]Delhomme, F. &amp; Roure, Thierry &amp; Arrieta, Benjamin &amp; Limam, Ali. (2015). Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths. Materials and Structures. 49. 10.1617/s11527-015-0616-4.&nbsp;</p>\n<p>[2] \"IDEA StatiCa Detail – Structural Design of Concrete 3D Discontinuities (BETA).\" <em>IDEA StatiCa Support Center</em>, 2023. <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta\">https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta</a></p>\n<p>[3]<strong>International Federation for Structural Concrete (fib).</strong> <em>fib Model Code 2020 for Concrete Structures</em>. Berlin: Ernst &amp; Sohn, 2021.</p>\n<p>[4] ABAQUS Standard User's Manual, Version 6.6*. Washington University in St. Louis, 2006. [<a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm](https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm).\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm]</a></p>\n<p>[5] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-1-1:2004: Eurocode 2 – Design of Concrete Structures – Part 1-1: General Rules and Rules for Buildings</em>. December 2004. <a href=\"https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf\">https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf</a>.</p>\n<p>[6] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-4:2018: Eurocode 2 – Design of Concrete Structures – Part 4: Design of Fastenings for Use in Concrete</em>. Brussels: CEN, April 2018</p>\n<p>[7]<strong>ABAQUS, Inc.</strong> <em>ABAQUS User Subroutines Reference Manual, Version 6.6</em>. Washington University in St. Louis, 2006. <a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html</a>.</p>\n<p>[8] Massone, L. M.; et al. Shear-Flexure Interaction for Structural Walls, 2006. ResearchGate.&nbsp;<a href=\"https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls\">https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls</a>&nbsp;(accessed Jan 01, 2006).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2a28a4d6_9d45_0195_3fa3_bf8595bc294b\"></object>"
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                    "value": "<p>La possibilité de relier les applications IDEA StatiCa à des dizaines d’outils différents entraîne la nécessité de créer des approches différentes pour des fournisseurs spécifiques. Le transfert de données par lien BIM est raffiné et rationalisé pour rendre les processus aussi fluides et rapides que possible.</p>\n<p>Grâce à cela, le temps nécessaire pour obtenir les données de différentes sources est court. Voici quelques comparaisons pour différentes métriques.</p>\n<h4>Importations plus rapides pour un assemblage unique par liens MEF</h4>\n<p>Nous avons amélioré les processus lors de l’importation d’un assemblage et élément unique des logiciels MEF en réduisant les appels d’API inutiles que nous utilisons lors de l’importation. Il en résulte le temps d’importation nettement plus rapide pour des liens BIM spécifiques.</p>\n<figure data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ce20acd2-4bcd-4324-90c6-0db8cdc69bf9/Comparison%20table_1.png\" data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" alt=\"\"></figure>\n<h4>Ouverture plus rapide des projets existants</h4>\n<p>De plus, les temps d’ouverture des projets déjà existants de Checkbot ont été améliorés d’environ 50 % par rapport à la version 23.1.5.</p>\n<figure data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b781cf9b-5ca7-4cee-a240-a5b4e842c389/Comparison%20table_2.png\" data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" alt=\"\"></figure>\n<p>Publié dans la version 24.0 de IDEA StatiCa.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                    "value": "<p>3D CSFM defines the concrete behavior based on the<strong> Modified Mohr-Coulomb</strong> plasticity theory for monotonic loading. The method <strong>considers principal concrete stresses in compression and reinforcement stresses (σ</strong><em><strong><sub>sr</sub></strong></em><strong>) at the cracks while neglecting the concrete tensile strength (tension cut-off), except for its stiffening effect on the reinforcement (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>Tension stiffening</strong></a><strong>).</strong></p>\n<p><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>1</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>2</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>3</sub></strong><em><strong><sub>r</sub></strong></em><em><strong> ≤ 0 MPa</strong></em></p>\n<p>The reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM <strong>is not suitable for simulating plain concrete</strong> due to the absence of tension, which may result in misleading deformation and model divergence. Generally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle <em>φ</em> and cohesion parameter <em>c</em>. <strong>3D CSFM assumes a zero angle of internal friction </strong>(Fig. 1e), leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Basic assumptions of the 3D CSFM: (a) principal stresses in concrete; (b) stresses in the reinforcement direction;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) stress-strain diagram of concrete in terms of maximum stresses; (d) stress-strain diagram of reinforcement}}}\\) \\( \\textsf{\\textit{\\footnotesize{in terms of stresses at cracks and average strains; (e) Mohr's circles for concrete model in 3D CSFM; (f) bond shear stress-slip}}}\\) \\( \\textsf{\\textit{\\footnotesize{relationship for anchorage length verifications.}}}\\)</em></p>\n<h4>Concrete&nbsp;</h4>\n<p>The presented material model is a multisurface plasticity model given by the combination of the Mohr-Coulomb and Rankine models for monotonic loading. It’s important to note that this model does not address unloading, therefore, state variables are not stored, as they would be in classical plasticity models used for cyclic loading.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>As already mentioned, the material model is intended for use in applications that calculate the response of reinforced concrete (not suitable for plain concrete). This is due to the exclusion of concrete in tension. Therefore, the model is not even suitable for structural elements where the design rules for reinforced concrete such as minimum reinforcement ratio, maximum bar spacing, etc., are not fulfilled. It should also be added that, for numerical stability reasons, a very small tensile capacity is defined in the model. The tensile part is restricted by planes corresponding to the Rankine model.</p>\n<p>3D CSFM in&nbsp;<em>IDEA StatiCa Detail</em>&nbsp;does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., it considers an infinitely plastic branch after the peak stress is reached). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the&nbsp;𝜂<sub>𝑓𝑐</sub>&nbsp;reduction factor defined in&nbsp;<em>fib</em>&nbsp;Model Code 2010 as follows:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>c</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<p>The <em>f</em><em><sub>c,red</sub></em> is then compared with the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> in concrete, which will be defined further, of course, with consideration of all safety factors prescribed by code.</p>\n<p>A detailed description of the concrete model can be found at the following link:</p>\n<ul>\n  <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Concrete Material Model for 3D Detail</strong></a></li>\n</ul>\n<h4>Reinforcement</h4>\n<p>The bilinear stress-strain diagram for reinforcement bars, as defined by design codes (Fig. 1d), represents an idealized model. This model necessitates knowledge of the basic properties of the reinforcement during the design phase, specifically the strength and ductility class. Alternatively, users have the option to define a customized stress-strain relationship.</p>\n<p>Tension stiffening is considered by modifying the stress-strain relationship of the bare reinforcing bar to capture the average stiffness of the bars embedded in the concrete (ε<sub>m</sub>) (Fig 1b).</p>\n<h4>Anchorage</h4>\n<p>Bond-slip between reinforcement and concrete is introduced in the finite element model by considering the simplified rigid-perfectly plastic constitutive relationship presented in (Fig. 1f), with&nbsp;<em>f</em><em><sub>bd</sub></em>&nbsp;being the design value (factored value) of the ultimate bond stress specified by the design code for the specific bond conditions.</p>\n<p>This is a simplified model with the sole purpose of verifying bond prescriptions according to design codes (i.e., anchorage of reinforcement). The reduction of the anchorage length when using hooks, loops, and similar bar shapes can be considered by defining a certain capacity at the end of the reinforcement, as will be described further.</p>\n<h4>Anchors</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces, as well as shear forces, considering the bending stiffness.&nbsp;</p>\n<p>The following types of anchors are available:</p>\n<ul>\n  <li>Cast-in-place anchors\n    <ul>\n      <li>Reinforcement</li>\n      <li>Washer plate</li>\n      <li>Headed stud</li>\n    </ul>\n  </li>\n  <li>Cast-in-place reinforcement\n    <ul>\n      <li>Reinforcement</li>\n      <li>Threaded rods</li>\n    </ul>\n  </li>\n</ul>\n<p><br></p>\n<p><strong>Cast-in-place - Reinforcement</strong></p>\n<p>Modeled as ribbed reinforcement embedded in concrete. Bond strength is calculated according to selected code rules in the same way as for standard reinforcement. At the anchor end, an <strong>Anchorage type</strong> can be defined, working identically to reinforcement - an anchorage spring is applied with the β-factor set according to the chosen code. Three geometric shapes are available: <strong>Straight, L-shape, U-shape</strong>.</p>\n<figure data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b7dc2b3e-f3e4-4741-8826-118ea9a6372a/Cast-in-reinforcement%20shapes.png\" data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Cast-in reinforcement anchor - shapes}}}\\]</em></p>\n<p><strong>Cast-in-place - Washer plate and Headed stud</strong></p>\n<p>The washer plate and the head of the headed stud are modeled as a plate-shell element from the corresponding material attached directly to the anchor shank. It transfers load to the concrete through compression-only contact. Available shapes: circular and square (only circular for headed stud), with customizable dimensions. The washer plate and head model is elastic and is not checked for resistance.&nbsp;</p>\n<p>At the finite element model level, the <strong>pull-out</strong> of the anchor is directly checked. The compression contact has stop criteria set so that it is not able to transfer greater contact stress to the concrete than prescribed by the selected standard. In practical terms, this means that if the anchor were to be loaded with a force that does not comply with the pull-out assessment, the result would be premature termination of the calculation because this stop criterion would be exceeded during further loading.</p>\n<p>The anchor shank has <strong>zero bond strength</strong> – all load is transferred to the concrete through the plate or head into the concrete.</p>\n<p><strong>Post-installed - Reinforcement and Threaded rod</strong></p>\n<p>Designed as bars installed into drilled holes and bonded with adhesive. The engineer specifies the <strong>design bond strength</strong> directly from the technical specification of the adhesive product.</p>\n<p>More information about connecting individual anchor types to the base plate or cast-in plate can be found in the chapter Finite elements types - <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#load-transfer-devices\" title=\"Load transferring devices\">Load transferring devices</a>.&nbsp;</p>"
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                    "value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory&nbsp;is a&nbsp;mathematical model&nbsp;describing the response of<strong> </strong>brittle materials, to&nbsp;shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the&nbsp;compressive strength&nbsp;far exceeds the&nbsp;tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In&nbsp;structural engineering,&nbsp;it is used to determine failure load as well as the angle of&nbsp;fracture&nbsp;for displacement of fracture surface in concrete and similar materials.&nbsp;Coulomb's&nbsp;friction&nbsp;hypothesis is used to determine the combination of shear and&nbsp;normal stress&nbsp;that will cause a fracture of the material.&nbsp;Mohr's circle&nbsp;is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the&nbsp;principle of normality,&nbsp;the stress introduced at failure will be perpendicular to the line describing the fracture condition.&nbsp;</p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the&nbsp;angle of friction. This makes the strength of the material determinable by comparing the external&nbsp;mechanical work&nbsp;introduced by the displacement and the external load with the internal mechanical work introduced by the&nbsp;strain&nbsp;and stress at the line of failure. By&nbsp;conservation of energy,&nbsp;the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 6.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 7.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 6, where the real angle of internal friction is used, and Figure 7, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way.&nbsp;</p>\n<p>\\[\\kappa = &nbsp;&nbsp;\\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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                    "value": "<h3>Equilibrium equations</h3>\n<p>The theory of small deformations enables the assembly of the equilibrium equation based on the undeformed volume using a first-order approach.&nbsp;</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Equilibrium equations and graphical representation on infinitesimal element}}}\\]</em></p>\n<h3>Compatibility equations</h3>\n<p>A solid body comprises infinitesimal volumes or material points, each of which is interconnected without gaps or overlaps. Mathematical conditions must be adhered to in order to prevent the occurrence of gaps or overlaps when a continuum body undergoes deformation.</p>\n<h3>Constitutive equations</h3>\n<p>The constitutive equations governing the behavior of 3D elements play a pivotal role in the analysis of material behavior in structural mechanics. These equations are formulated to accommodate the non-linear <strong>isotropic behavior</strong>, which is valid for <strong>solid block </strong>members in IDEA StatiCa Detail.&nbsp;</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 9\\qquad Linearly elastic isotropic compliance matrix}}}\\]</em></p>"
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                    "value": "<p>The non-linear (inelastic) finite element analysis model is created by several types of finite elements used to model concrete, reinforcement, and the bond between them. Concrete and reinforcement elements are first meshed independently and then interconnected using multi-point constraints (MPC elements). This allows the reinforcement to occupy any position not limited to nodes of tetrahedral mesh. To verify anchorage length, bond, and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC and bond elements}}}\\]</em></p>\n<h4>Concrete</h4>\n<p>Concrete is analyzed using <strong>mixed tetrahedral elements with nodal rotations</strong>. The tetrahedral elements allow us to mesh regions of any topology while the implemented formulation guarantees accurate deformation results (without spurious shear stress known as the shear lock effect) even for the coarse mesh which would not be suitable for linear tetrahedral elements formulation.&nbsp;</p>\n<p>Full integration is utilized. It means that each element is equipped with four integration points situated within the volume. Such an integration yields a precise strain and stress field, allowing for sufficient evaluation and presentation of the results across the whole volume. Subsequently, the stop criteria are established based on the value in the integration point.</p>\n<h4>Reinforcement</h4>\n<p>Rebars are modeled by two-node 1D “rod” elements (CROD), which only have axial stiffness. These elements are connected to special “bond” elements that were developed in order to model the slip behavior between a reinforcing bar and the surrounding concrete. These bond elements are subsequently connected by MPC (multi-point constraint) elements to the mesh representing the concrete. This approach allows the independent meshing of reinforcement and concrete, while their interconnection is ensured later.</p>\n<h4>Bond elements</h4>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (3D) and reinforcing bar elements (1D) in the finite element model. For this purpose, the “bond” finite element type was developed.</p>\n<p>The bond element is defined as a shell finite element connected to elements representing reinforcement by the first layer and by the second layer to concrete mesh via multi-point constraints (MPC elements). It should be noted that the bond element is always displayed in this article with a non-zero height, which is, however, defined as infinitesimal in the model.</p>\n<p>The behavior of this element is described by the bond stress, τ<em><sub>b</sub></em>, as a bilinear function of the slip between the upper and lower nodes, δ<em>u</em>, see (Fig. 12).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad (a)&nbsp;Conceptual&nbsp;illustration&nbsp;of&nbsp;the&nbsp;deformation&nbsp;of&nbsp;a&nbsp;bond&nbsp;element;&nbsp;(b) shear-deformation&nbsp;function}}}\\]</em></p>\n<p>The elastic stiffness modulus of the bond-slip relationship,&nbsp;<em>Gb</em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default&nbsp;<em>kg</em>&nbsp;= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as&nbsp;<em>Ecm</em>&nbsp;in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress,&nbsp;<em>f</em><em><sub>bd</sub></em>, provided in the respective selected design codes EN 1992-1-1 or ACI 318-19 are used to verify the anchorage length. The hardening of the plastic branch is calculated by default as&nbsp;<em>Gb</em>/105.</p>\n<h4>Anchorage spring</h4>\n<p>The provision of anchorage ends to the reinforcing bars (i.e., bends, hooks, loops…), which fulfills the prescriptions of design codes, allows the reduction of the basic anchorage length of the bars (<em>l</em><em><sub>b,net</sub></em>) by a certain factor β (referred to as the ‘anchorage coefficient’ below). The design value of the anchorage length (<em>lb</em>) is then calculated as follows:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Model for the reduction of the anchorage length: a) Anchorage force along the anchorage length of }}}\\] \\[ \\textsf{\\textit{\\footnotesize{the reinforcement bar, b) slip-anchorage force constitutive law}}}\\]</em></p>\n<p><br></p>\n<p>The reduction of the anchorage length is included in the finite element model by means of a spring element at the end of the bar (Fig. 13a), which is defined by the constitutive model shown in (Fig. 13b). The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement</p>"
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                    "value": "<h3>Base plate</h3>\n<p>The base plate is modeled as an elastic shell element. The steel material used for base plates is defined in the Materials tab. The only physical property is the modulus of elasticity <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad The base plate material definition}}}\\]</em></p>\n<p>The base plate can be loaded by the point load (Fx, Fy, Fz, Mx, My, Mz) and the group of forces (Fx, Fy, Fz), mainly used for loading models exported from the IDEA StatiCa Connection. Note that point loads and point moments directly load the corresponding node of the base plate. It means that there is no redistribution, only by the stiffness of the base plate.&nbsp;</p>\n<p>This implementation allows importing load effects from the IDEA StatiCa Connection that are applied to the base plate at the location of the individual weld finite elements with the value and direction determined from the general stress of that weld finite element. More can be read in the corresponding chapter of this document.</p>\n<p>The second loading option is the <strong>Stub</strong> — representing a short portion of the column above the base plate. The stub is modeled as an elastic shell element structure and behaves as a physically accurate interface between the internal forces and the plate. The user selects a cross-section for the stub from a standard section database. The 6-component internal force set (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> — i.e. the base of the column. Constraints transfer the forces to the top face of the stub, from where they are naturally redistributed through the stub into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33381e95-f9e8-4586-8a4e-d723bbab5356/Stub%20for%20loading.png\" data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad The load transfer through the stub}}}\\]</em></p>\n<p><br></p>\n<p><strong>Shear transfer mechanism (from base plate to concrete block)</strong></p>\n<p>Frictional compression-only contact is defined between the baseplate and concrete. For the shear transfer user can choose from three options:</p>\n<ul>\n  <li><strong>By anchors</strong></li>\n  <li><strong>By friction</strong></li>\n  <li><strong>By shear lug</strong></li>\n</ul>\n<p>The software does not allow the combination of these shear transfer mechanisms.&nbsp;</p>\n<p><strong>The friction</strong> coefficient should be input as a designed (factored) value. In case the resultant shear force&nbsp;<em>F</em><em><sub>xy</sub></em><em> </em>exceeds the pressure force <em>F</em><em><sub>z</sub></em> times the frictional coefficient <em>μ,</em> the calculation will stop, and not all the loads will apply to the model. The condition is written as follows:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>This can be seen in the following example, where two load cases are considered.&nbsp;</p>\n<ul>\n  <li>LC1 - Permanent type - F<sub>z</sub> = 100 kN</li>\n  <li>LC2 - Variable type- F<sub>x</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Load input for example explaining shear transfer by friction}}}\\]</em></p>\n<p>In the first calculation step, all the permanent load is applied. Then the variable load is gradually applied until it reaches the value of the pressure load times the friction coefficient.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Results from example explaining shear transfer by friction}}}\\]</em></p>\n<p>The graph in Figure 18 defines the behavior of the frictional contact between the baseplate and concrete.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad Force-displacement graph describing the behavior of frictional contact}}}\\]</em></p>\n<p>The value of<em> F</em><em><sub>z</sub></em><em>μ</em> differs for each increment of the calculation, whereas the value of maximal shear deformation <em>u</em><em><sub>xy</sub></em> is constant.&nbsp;</p>\n<p>If the compressive normal force <em>F</em><em><sub>z</sub></em> and the shear force <em>F</em><em><sub>xy</sub></em> are input in one load case type (e.g. only permanent), and the condition of <em>F</em><em><sub>xy</sub></em><em>&nbsp;/ (F</em><em><sub>z</sub></em><em>μ)&nbsp;≤ 1</em> is not fulfilled<em>, </em>no load will be applied to the model because the condition is not fulfilled in any increment of the calculation.</p>\n<p><strong>The shear lug</strong> is connected with the concrete mesh by constraints allowing only compression only normal stress transfer.&nbsp;</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Shear lug transfer of shear mechanism}}}\\]</em></p>\n<p>The shear lug is modeled from elastic shell elements, where the modulus of elasticity E defines the material.</p>\n<p>The results are not evaluated and displayed for the base plate as well as for the shear lug.</p>\n<p><br></p>\n<p><strong>&nbsp;Base plate options &nbsp;(stand-off, grout)</strong></p>\n<p>The following set of stand-off options, fully aligned with the Connection application, is available.</p>\n<ul>\n  <li><strong>Direct</strong></li>\n  <li><strong>Mortar joint – nuts from the top</strong></li>\n  <li><strong>Mortar joint – nuts from the top and bottom</strong></li>\n  <li><strong>Gap</strong></li>\n</ul>\n<p>The mortar layer is modeled as a <strong>shell element</strong>, with its stiffness taken into account. Note that shell elements are incompressible in the direction of their thickness. This helps to redistribute local forces to the concrete and is valid for typical bedding thicknesses used in practice - 25-50 mm.</p>\n<p>The distinction between nuts only from the top (pinned interconnection between anchor and base plate) vs. top and bottom (fixed interconnection between anchor and base plate) strongly influences the shear capacity from the point of view of concrete bearing.</p>\n<h3>Anchors</h3>\n<p>The finite elements representing anchors are modeled to be able to transfer normal and shear forces to the concrete, also taking into account the bending stiffness of the anchors. To model the slip between the anchor and the surrounding concrete, the same bond and MPC elements are used as for the reinforcement. With the difference that:</p>\n<ul>\n  <li>For post-installed (adhesive) anchors, it is necessary to specify the design bond strength.</li>\n  <li>For Washer plates and Headed studs, the bond is neglected along the shank of the anchor. All axial load is then transferred to the concrete through the washer plate or head of the anchor.</li>\n</ul>\n<p>Anchors can be interconnected with base plates. For this interconnection, a fully nonlinear constraint is used to connect the anchor's end and a base plate node. This constraint allows us to control all degrees of freedom to ensure, for example, that the anchors transfer no compression force from the base plate, or that no shear is transferred by the anchor when modeling a shear lug, etc.</p>\n<p><strong>Interconnection with base plate</strong> properties for anchors allows the user to control whether the anchor will be connected with the base plate by the previously mentioned constraint and how.&nbsp;</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad Interconnection with base plate settings}}}\\]</em></p>\n<p>The <strong>Transfer of shear</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of shear. Note that it is not supported to combine shear transfer mechanisms, so for transfer by friction and shear lug, this checkbox is irrelevant. On the other hand, for shear transfer using anchors, this field gives the option to exclude some anchors from shear transfer.</p>\n<p>The <strong>Transfer of axial forces</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of the axial direction. This is mainly used for the export from the Connection feature (see the corresponding chapter). For manual modeling, it makes sense to have this checkbox always checked.</p>\n<p>When the checkbox is unchecked, the anchor is disconnected in both tension and compression (in the case of a model exported from the Connection application, the connection is replaced by a pair of forces). If the checkbox is checked, the anchor is always connected to the plate in tension, but the connection in compression is controlled by the anchor type and the type of stand-off. For more information, see Figure 23.</p>\n<p><strong>Cut threads</strong></p>\n<p>Controlled by a checkbox in anchor properties and has 2 purposes:</p>\n<p>1. Defines how the anchor connects to the base plate:</p>\n<ul>\n  <ul>\n    <li>For headed studs and cast-in reinforcement connected to the Base plate (not for Cast-in plates), it distinguishes between a <strong>bolt connection (pinned)</strong> and a <strong>welded connection (fixed)</strong> — visible in the 3D scene.</li>\n    <li>Note that the way of anchor-to-plate connection has a significant influence on the shear resistance from the point of view of bearing of the concrete.</li>\n  </ul>\n</ul>\n<figure data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30a7aadf-a72c-4ca5-be2f-35a9bf4f3c45/Cut%20threads%20weld%20or%20pinned.png\" data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Cut threads options}}}\\]</em></p>\n<p>2. For Eurocode, the resistance of the anchor with cut threads is reduced according to EN 1993-1-8 3.6.1 (3). It can be set in Project settings. For Threaded rods and Washer plates, it is recommended to keep this setting on at all times.</p>\n<h3>Axial and rotational interconnection between Anchor and Base plate</h3>\n<p>As already mentioned in this chapter, depending on the type of anchor, the stand-off setting, and whether or not cut threads are considered, anchors are connected to the base plate in different ways. In terms of rotational connection, this can be <strong>Hinged / Fixed</strong>. In terms of axial connection, this can be <strong>Tension / Tension + Compression</strong>. The rotational connection types strongly influence the shear capacity from the point of view of concrete bearing. In a 3D scene, it is easy to tell whether an anchor is connected as fixed or hinged based on the presence of nuts, see Figure 22.</p>\n<figure data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba36be0-87e2-416f-a380-66f3f14638dc/Rotational%20constrains.png\" data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Rotational constraints}}}\\]</em></p>\n<p>The following table shows all possible combinations of base plate connections with anchors and the corresponding rotational and axial connections.</p>\n<figure data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/568c6688-adc1-4f20-b28f-914f917ab5be/Axial%20and%20rotational%20constrains%20table.png\" data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>\n<h3>Cast-in plates</h3>\n<p>Cast-in plate is a special case of a base plate. It is modeled analogously with the following differences:</p>\n<p>Since the plate is embedded inside a concrete block, no type of stand-off can be specified. The depth of the slab embedding is neglected. The plate, modeled by shell elements, is placed directly on the concrete surface. Therefore, the side surfaces of the slab are not considered to be supported by the concrete.</p>\n<p>It is only possible to use Reinforcement and Headed studs, which, like classic anchors, can be set to be connected to the slab in the axial and shear directions. Practical experience and some national documents indicate the need to design Headed studs only for shear and Reinforcement for axial load. From the perspective of axial and rotational constraints, anchors are always connected as Fixed and Tension + Compression.</p>\n<figure data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b53c46b-318c-4347-bf21-959cbc8fbde8/Interaction%20with%20cast-in%20plate.png\" data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>"
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                    "value": "<p>A standard full Newton-Raphson (NR) algorithm is used to find the solution to a non-linear FEM problem.&nbsp;</p>\n<p>Generally, the NR algorithm does not often converge when the full load is applied in a single step. A usual approach, which is also used here, is to apply the load sequentially in multiple increments and use the result from the previous load increment to start the Newton solution of the subsequent one. For this purpose, a load control algorithm was implemented on top of the Newton-Raphson. In the case that the NR iterations do not converge, the current load increment is reduced to half its value, and the NR iterations are retried.</p>\n<p>A second purpose of the load-control algorithm is to find the critical load, which corresponds to certain “stop criteria” – specifically the maximum strain in concrete, the maximum slip in bond elements, the maximum displacement in anchorage elements, and the maximum strain in reinforcing bars. The critical load is found using the bisection method. In the case where the stop criterion is exceeded anywhere in the model, the results of the last load increment are discarded and a new increment of half the size of the previous one is calculated. This process is repeated until the critical load is found with a certain error tolerance.</p>\n<p>For concrete, the stop criterion was set to a 5% strain in compression (i.e., around an order of magnitude larger than the actual failure strain of concrete) and 7% in tension at the integration points of shell elements. In tension, the value was set to allow for the limit strain in reinforcement, which is usually around 5% without accounting for tension stiffening, to be reached first. In compression, the value was chosen from among several alternatives as one that is large enough for the effects of crushing to be visible in the results, but small enough so as not to cause too many problems with numerical stability.</p>\n<figure data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1178a514-d8d2-4a37-a0f2-517809af1881/16.png\" data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 25\\qquad Constitutive law of bond and anchorage elements used for anchorage length verification: a) Bond shear stress}}}\\] \\[ \\textsf{\\textit{\\footnotesize{slip response of bond element, b) force-displacement response of an anchorage element}}}\\]</em></p>\n<p><br></p>\n<p>For reinforcement, the stop criterion is defined in terms of stresses. Since stresses at the crack are modeled, the criterion in tension corresponds to the reinforcement tensile strength accounting for the safety coefficient. The same value is used for the criterion in compression.</p>\n<p>The stop criterion in bond elements and anchorage springs is α·δ<em><sub>umax</sub></em>, where δ<em><sub>umax</sub></em>&nbsp;is the maximum slip used in code checks and α = 10.</p>\n<p><br></p>\n<p>Other stop criteria for anchoring:</p>\n<ul>\n  <li>Pull out of headed anchors (maximal contact compression stress at the top face of the head of the anchor).&nbsp;</li>\n  <li>Maximal shear force that can be transferred by the anchor from the point of view of the bearing of concrete.</li>\n</ul>\n<p>These two criteria are dependent on the selected code. You can find more information about them in the sections explaining the code-dependent parts of structural analysis in the application.</p>"
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                    "value": "<p>The IDEA StatiCa Detail model does not always have to be modeled from scratch or from a template. There is also an option to import the model, including load effects, from IDEA StatiCa Connection. In Connection, the steel superstructure above the concrete block is analyzed using a nonlinear 3D model, while the concrete block itself is represented in a simplified way by a Winkler foundation. In Detail, on the other hand, the reinforced concrete block is modeled explicitly and checked in detail.</p>\n<p>When transferring the model, only the base plate, anchors, and concrete block are imported into Detail – the steel member itself (and its global stiffness) is not. In the Connection model, this steel member is connected to the base plate by a weld. The stresses in the weld finite elements are integrated and converted into a set of equivalent forces that load the base plate in Detail. In this way, the effect of the missing steel member is represented by weld forces applied directly to the base plate.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 26\\qquad Loads imported from IDEA StatiCa Connection}}}\\]</em></p>\n<p>Due to the different definition of stiffness between Connection and Detail (missing steel member, different material models, and concrete representation), a direct connection between the base plate and anchors in Detail would generally lead to a different redistribution of loads and, therefore, different tensile forces in the anchors. To avoid this, the anchors are imported <strong>axially disconnected</strong> from the base plate. Instead of transferring axial forces through the physical contact, the anchor tensions obtained from the Connection are applied directly to the anchors in Detail. At the same time, an equal and opposite force is applied to the base plate at each anchor location, so that the global equilibrium of the model is preserved. This pair of forces (one acting on the anchor, the other on the base plate) represents the interaction between the base plate and the anchor without allowing additional redistribution of axial forces in Detail. These two opposite forces are illustrated in Figure 26.</p>\n<p>However, the shear forces are still transferred by the connection between the base plate and the anchors (or shear lug, or friction). This is possible because a constraint is used to connect the base plate and the anchors in shear, allowing us to control the relevant degrees of freedom of this interconnection. In Detail, the user can therefore modify the shear load path – for example, by releasing shear in two of four anchors and keeping only the edge anchors engaged in shear – while the axial forces remain as imported from Connection.</p>\n<p>For <strong>cast-in plates,</strong> we adopted a different approach. Several European design recommendations require that only the reinforcement bars are considered to resist axial forces, while headed studs are assumed to transfer shear only. Since IDEA StatiCa Connection cannot internally separate axial forces in reinforcement anchors from those in headed studs during the export, the anchors of cast-in plates are imported into Detail <strong>fully connected, also in the axial direction</strong>. This allows the user to activate a design option in Detail where reinforcement anchors carry only axial tension and headed studs carry only shear. In this workflow, the axial force that was originally assigned to the headed studs has to be <strong>redistributed</strong> onto the reinforcement anchors within the Detail model. Such redistribution would not be possible if we used the pair-of-opposite-forces approach described above, which is why cast-in plates are handled differently.</p>"
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                    "value": "<h3>Ultimate limit state</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis that takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>To expedite the calculation time and address any issues, consider using a coarse mesh by increasing the multiplier of the default mesh size in the Setup (Fig. 27). If the model performs well, revert the multiplier back to a factor of 1.</li>\n</ul>\n<figure data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1633c630-1610-428f-9f76-d50d4d8ce8c2/18.png\" data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 27\\qquad Mesh multiplier}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). Users can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 27).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code)), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>"
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                    "value": "<h3>Concrete - ULS</h3>\n<p>The concrete model implemented in 3D CSFM is based on the uniaxial compression constitutive laws prescribed by EN 1992-1-1 for the design of cross-sections, which only depend on compressive strength. The parabola-rectangle diagram specified in EN 1992-1-1&nbsp;Cl. 3.1.7 (1) (Fig. 28a) is used by default in 3D CSFM, but designers can also choose a more simplified elastic ideal plastic relationship according to EN 1992-1-1&nbsp;Cl. 3.1.7 (2) (Fig. 28b). The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 28\\qquad The&nbsp;stress-strain&nbsp;diagrams&nbsp;of&nbsp;concrete&nbsp;for&nbsp;ULS:&nbsp;a)&nbsp;parabola-rectangle&nbsp;diagram;&nbsp;b)&nbsp;bilinear&nbsp;diagram}}}\\]</em></p>\n<p>The implementation of 3D CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cu</sub></em><sub>2</sub> (ε<em><sub>cu</sub></em><sub>3</sub>) in a value of 5% while EN 1992-1-1 assumes ultimate strain less than 0.35%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity <em>f</em><em><sub>cd</sub></em> according to EN 1992-1-1 3.1.3 is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p>α<em><sub>cc</sub></em> is the coefficient taking account of long-term effects on the compressive strength and of unfavorable effects resulting from the way the load is applied. It is according to EN 1992-1-1 Cl. 3.1.6 (1). The default value is 1.0.</p>\n<p><em>f</em><em><sub>ck</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>By default, the idealized bilinear stress-strain diagram for the bare reinforcing bars defined in EN 1992-1-1, section 3.2.7 (Fig. 29) is considered. The definition of this diagram only requires the basic properties of the reinforcement to be known during the design phase (strength and ductility class). Whenever known, the actual stress-strain relationship of the reinforcement (hot-rolled, cold-worked, quenched, and self-tempered, …) can be considered. The reinforcement stress-strain diagram can be defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width). Using the stress-strain diagram with a horizontal top branch does not allow for the verification of structural durability. Therefore, manual verification of standard ductility requirements is necessary.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"Fig. 29\tStress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram with a horizontal top branch.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 29 \\qquad Stress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram}}}\\] \\[ \\textsf{\\textit{\\footnotesize{with a horizontal top branch.}}}\\]</em></p>\n<p>Tension stiffening (Fig. 30)&nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"Fig. 30\tScheme of tension stiffening.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 30\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective safety coefficients prescribed in design codes, exactly as in conventional concrete analysis. Values of material safety factors prescribed in EN 1992-1-1 chap. 2.4.2.4 and factors for anchors prescribed in EN 1992-4, EN 1993-1-8, and EN 1994-1-1 are set by default, but the user can change safety factors in the Code and calculation settings (Fig. 31).</p>\n<figure data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/74bc9fff-b55c-46b3-a638-345044b4de8e/Partial%20safety%20factors.png\" data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 31\\qquad The setting of &nbsp;material safety factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Load safety factors have to be defined by the user in Combination rules for each non-linear combination of load cases (Fig. 32). For all templates implemented in <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, partial safety factors are already predefined.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"Fig. 32\tThe setting of  load partial factors in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 32\\qquad The setting of&nbsp; load partial factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>By using appropriate user-defined combinations of partial safety factors, users can also compute with 3D CSFM using the global resistance factor method (Navrátil, et al. 2017), but this approach is hardly ever used in design practice. Some guidelines recommend using the global resistance factor method for non-linear analysis. However, in simplified non-linear analyses (such as 3D CSFM), which only require those material properties that are used in conventional hand calculations, it is still more desirable to use the partial safety format.</p>"
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                        "description": "Fig. 33\tDescription of bond conditions.",
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                        "description": "Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.",
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                        "description": "Fig. 18\t Available anchorage types and respective anchorage coefficients for stirrups. Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.",
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                    "value": "<p>The different verifications required by EN 1992-1-1 are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum Equivalent principal stress σ<em><sub>c,eq </sub></em>obtained from FE analysis and the limit value σ<em><sub>c,lim</sub></em> = <em>f</em><em><sub>cd</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to 1992-1-1&nbsp;Cl. 3.1.7 (1).</p>\n<p>This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction <em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks σ<em><sub>sr</sub></em> and the specified limit value σ<em><sub>s,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{for bilinear diagram with inclined top branch}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\textsf{\\small{for bilinear diagram with horizontal top branch}}\\)</p>\n<p>where:</p>\n<p><em>f</em><em><sub>yk</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the yield strength of the reinforcement according to EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the ratio of tensile strength <em>f</em><em><sub>tk</sub></em> to the yield stress, <br>\n&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γ</em><em><sub>s </sub></em><sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sub>is the partial safety factor for reinforcement.</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value <em>σ</em><em><sub>s,lim</sub></em> is determined.</p>\n<p>In addition, the <em>N</em><em><sub>Ed</sub></em> and <em>V</em><em><sub>Ed</sub></em> values are specified for anchors, which are checked against <em>N</em><em><sub>Rd,s</sub></em> and <em>V</em><em><sub>Rd,s</sub></em> according to the selected code. The code is chosen depending on the type of anchor used in Project settings.</p>\n<figure data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/230a0c76-3c87-40ae-9f83-26d6635e85dc/Project%20settings%20-%20code%20select.png\" data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 33\\qquad EN 1992-1-1 Figure 8.2 - Anchor check - Design code selection}}}\\]</em></p>\n<p>Since different approaches are chosen for checking anchors in different standards, the user can choose the following standards for individual anchor types:</p>\n<ul>\n  <li>Anchors made of bolt material - EN 1992-4, EN 1993-1-8</li>\n  <li>Headed studs subjected to axial force - EN 1992-4</li>\n  <li>Headed studs subjected to shear force - EN 1992-4, EN 1994-1-1</li>\n  <li>Anchors made of reinforcement - EN 1992-4</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1992-4 - 7.2.1.3</strong></p>\n<p>\\[N_{Rd,s} = \\frac{c \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– reduction for cut threads&nbsp;&nbsp;</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– minimum tensile strength of the bolt</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>Ms</sub></em> = partial safety factor for steel</li>\n</ul>\n<p>\\[\\gamma_{Ms} = 1.2 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.4\\]</p>\n<p>where:&nbsp;&nbsp;</p>\n<ul>\n  <li><em>f</em><em><sub>yk</sub></em>&nbsp;– minimum yield strength of the bolt</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1993-1-8 - 3.6.1</strong></p>\n<p>\\[N_{Rd,s} = F_{t.Rd} = \\frac{c \\cdot k_2 \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3)&nbsp;</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;= 0.9 – factor for non-countersunk anchors&nbsp;</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor bolt ultimate tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>M2</sub></em> =1.25&nbsp;– partial safety factor for bolts (EN 1993-1-8, Table 2.1)&nbsp;</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1992-4 - 7.2.2.3</strong></p>\n<p>For stand-off = direct,&nbsp;<strong>the&nbsp;shear without lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.1):</p>\n<p>\\[V_{Rd,s} = \\frac{k_6 \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>For stand-off = mortar joint,&nbsp;<strong>the&nbsp;shear with lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.2):</p>\n<p>\\[V_{Rd,s} = \\frac{\\alpha_M \\cdot M_{Rk,s}}{\\gamma_{Ms} \\cdot l_a}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><em><sub>6</sub></em>&nbsp;= 0.6 for anchors with fuk ≤ 500&nbsp;MPa;&nbsp;<em>k</em><em><sub>6</sub></em>&nbsp;= 0.5 otherwise</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– shear area of anchor reduced by threads</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– anchor bolt ultimate strength</li>\n  <li><em>α</em><em><sub>M</sub></em>&nbsp;=&nbsp;2 – full restraint is assumed (EN&nbsp;1992-4 – Cl.&nbsp;6.2.2.3)</li>\n  <li>\\(M_{Rk,s} = M^{0}_{Rk,s} \\left(1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right)\\)&nbsp;– characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n  <li><sub>&nbsp;</sub>\\(M^{0}_{Rk,s} = 1.2 \\cdot W_{el} \\cdot f_{ub}\\) – characteristic bending resistance of the anchor (ETAG&nbsp;001, Annex C – Equation (5.5b))</li>\n  <li>\\(W_{el} = \\frac{\\pi d^{3}}{32}\\)&nbsp;– section modulus of the anchor</li>\n  <li><em>d</em>&nbsp;– anchor bolt diameter; if the shear plane in a thread is selected (which always is for threaded rod), the diameter reduced by threads is used; otherwise, nominal diameter,&nbsp;<em>d</em><em><sub>nom</sub></em>, is used</li>\n  <li><em>N</em><em><sub>Ed</sub></em>&nbsp;– tensile force in the anchor</li>\n  <li><em>N</em><em><sub>Rd,s</sub></em>&nbsp;– tensile resistance of the anchor</li>\n  <li>\\(l_{a} = 0.5\\, d_{\\mathrm{nom}} + t_{\\mathrm{mortar}} + 0.5\\, t_{\\mathrm{bp}}\\)&nbsp;– lever arm</li>\n  <li><em>t</em><em><sub>mortar</sub></em>&nbsp;– thickness of mortar (grout)</li>\n  <li><em>t</em><em><sub>bp</sub></em>&nbsp;– thickness of the base plate</li>\n  <li>\\(\\gamma_{Ms} = 1.0 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.25\\) for \\(f_{uk} \\le 800 \\text{ MPa}\\) and &nbsp;\\(\\frac{f_{yk}}{f_{uk}} \\le 0.8\\);&nbsp;<em>γ</em><em><sub>Ms</sub></em><sub>&nbsp;</sub>= 1.5 otherwise – partial safety factor for steel failure (EN&nbsp;1992-4 – Table 4.1)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1993-1-8 - 6.2.2</strong></p>\n<p>Anchor shear steel resistance&nbsp;is determined according to EN 1993-1-8 – 6.2.2 (7)&nbsp;<strong>regardless of direct or mortar joint stand-off</strong>. The grout strength and thickness should be according to Cl. 6.2.5 (7).</p>\n<p>\\[V_{Rd,s} = F_{v,b,Rd} = \\min \\left\\{ F_{1v,b,Rd} ,\\, F_{2v,b,Rd} \\right\\}\\]</p>\n<p>where:</p>\n<p>\\[F_{1v,b,Rd} = \\frac{\\alpha_v \\cdot f_{ub} \\cdot A}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li><em>α</em><em><sub>v</sub></em>&nbsp;= 0.6 for grades 4.6, 5.6, 8.8, and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– ultimate tensile strength of the bolt material</li>\n  <li><em>A</em>&nbsp;– tensile stress area of the bolt, <em>A</em> = <em>A</em><em><sub>s,</sub></em> where&nbsp;<em>As</em>&nbsp;is the tensile stress area of the bolt (reduced by the thread)</li>\n  <li><em>γ</em><em><sub>M2</sub></em>&nbsp;– safety factor - EN 1993-1-8 – Table 2.1</li>\n</ul>\n<p>\\[F_{2v,b,Rd} = \\frac{\\alpha_b \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li>&nbsp;\\(\\alpha_b = 0.44 - 0.0003\\, f_{yb}\\)</li>\n  <li><em>α</em><em><sub>b</sub></em> is a&nbsp;coefficient depending on the yield strength of the anchor bolt</li>\n  <li><em>f</em><em><sub>yb</sub></em>&nbsp;– anchor yield strength; 235 MPa&nbsp;≤fyb≤&nbsp;640 MPa</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– tensile stress area (reduced by the thread)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1994-1-1 - 6.6.3.1</strong></p>\n<p>\\[V_{Rd,s} = P_{Rd} = \\frac{0.8 \\, f_u \\, \\pi \\, d^2}{4 \\, \\gamma_v}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><em><sub>v</sub></em>&nbsp;is the partial factor for shear connection per EN 1994-1-1 chap. 2.4.1.2. The recommended value for <em>γ</em><em><sub>v</sub></em>&nbsp;is 1.25</li>\n  <li><em>d</em> is the diameter of the shank of the stud, 16 mm ≤ d ≤ 25 mm;</li>\n  <li><em>f</em><em><sub>u</sub></em>&nbsp;is the specified ultimate tensile strength of the material of the stud, but not greater than 500 MPa.</li>\n</ul>\n<p>In EN 1994-1-1, clause 6.6.3.1 also provides Equation (6.19), which limits the shear resistance of a stud by the punching (bearing) capacity of the concrete. In IDEA StatiCa Detail, this failure mode is not checked by a separate code formula in the post-processing. Instead, it is built directly into the nonlinear finite element analysis as a stop criterion: the analysis is terminated before the shear force in an anchor reaches the corresponding <em>P</em><em><sub>Rd</sub></em><br>\nfrom Equation (6.19). This approach is used because Equation (6.19) is valid only for headed studs welded to the steel plate and for stud diameters in the range 16 mm ≤ d ≤ 25 mm, as specified in 6.6.3.1.</p>\n<p>To cover a wider range of practical cases, we created a series of 3D reference models in Abaqus with anchor diameters from 8 mm to 50 mm and concrete strengths from C16/20 to C50/60. The studs were modeled either welded rigidly to the base plate or connected by a pinned (hinged) joint. The material models and contact parameters in Detail were then calibrated against these Abaqus simulations, which were themselves verified against Equation (6.19) within its validity range. This stop criterion is valid for all anchor types and all EN codes.</p>\n<p><br></p>\n<p><strong>Interaction of tension and shear in anchor steel</strong></p>\n<p>The interaction of tension and shear per EN 1993-1-8 is implicitly included in the anchor shear check.</p>\n<p>The interaction of tension and shear per EN 1992-4&nbsp;is determined separately for steel and concrete failure modes according to Table 7.3. Interaction in steel is checked according to Equation (7.54) or (7.57). The interaction in steel is checked for each anchor separately.</p>\n<p>Two approaches based on load conditions are applied for anchoring with supplementary reinforcement.</p>\n<ul>\n  <li>For anchors subjected to&nbsp;<strong>tensile and shear forces</strong>, the interaction is calculated as</li>\n</ul>\n<p>\\[\\left( \\frac{N_{Ed}}{N_{Rd,s}} \\right)^{2}+\\left( \\frac{V_{Ed}}{V_{Rd,s}} \\right)^{2}\\le 1\\]</p>\n<p><br></p>\n<p>EN 1994-1-1 states in Article 6.6.3.2 that if the anchor tensile force is greater than <em>0.1P</em><em><sub>Rd</sub></em>, the check is not covered by this standard. In such a case, the interaction is assessed in accordance with EN 1992-4 in the application. In such a case, the shear check should not be considered according to EN 1994-1-1.</p>\n<p><br></p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by EN 1992-4, Clause 7.2.1.5 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = k_2 \\cdot A_h \\cdot f_{ck} / \\gamma_{Mp}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><em><sub>h</sub></em> is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>ck</sub></em> is the characteristic compressive strength of concrete - EN 1992-1-1 Cl. 3.1.2</li>\n  <li><em>γ</em><em><sub>Mp</sub></em> is taken in the application as <em>γ</em><em><sub>Mp</sub></em> = <em>γ</em><em><sub>c</sub></em> with the default value of 1.5</li>\n  <li>&nbsp;<em>k</em><em><sub>2</sub></em> is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.&nbsp;</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.</p>\n<p><br></p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the ultimate bond strength <em>f</em><em><sub>bd</sub></em><sub>,</sub> according to EN 1992-1-1 chap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2.25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f</em><em><sub>ctd</sub></em><sub> </sub>&nbsp;&nbsp;&nbsp;&nbsp; is the design value of concrete tensile strength according to EN 1992-1-1 Cl. 3.1.6 (2). Due to the increasing brittleness of higher-strength concrete, <em>f</em><em><sub>ctk,0.05</sub></em><sub> </sub>is limited to the value for C60/75 according to EN 1992-1-1 Cl. 8.4.2 (2)</li>\n  <li>η<sub>1</sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is a coefficient related to the quality of the bond condition and the position of the bar during concreting (Fig. 34).</li>\n  <li>η<sub>1</sub> = 1.0 when ‘good’ conditions are obtained and</li>\n  <li>η<sub>1</sub> = 0.7 for all other cases and for bars in structural elements built with slip-forms, unless it can be shown that ‘good’ bond conditions exist</li>\n  <li>η<sub>2</sub> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is related to the bar diameter:<br>\nη<sub>2</sub> = 1.0 for Ø ≤ 32 mm<br>\nη<sub>2</sub> = (132 - Ø)/100 for Ø &gt; 32 mm</li>\n</ul>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"Fig. 33\tDescription of bond conditions.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 34\\qquad EN 1992-1-1 Figure 8.2 - Description of bond conditions.}}}\\]</em></p>\n<p>In IDEA StatiCa Detail, the bond conditions are taken into account according to Fig. 34 c) and d). The direction of concreting can be set in the application for each project item as follows:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 35\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and Limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>σ</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>ultimate strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 36\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<h4>Anchorage types at the end of Reinforcement (Anchors and Rebars)</h4>\n<p>The available <strong>anchorage types</strong> in 3D CSFM include a straight bar (i.e., no anchor end reduction), bend, hook, loop, welded transverse bar, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 36 for longitudinal reinforcement and in Fig. 37 for stirrups. The values of the adopted anchorage coefficients are in accordance with EN 1992-1-1 section 8.4.4 Tab. 8.2. It should be noted that in spite of the different available options, 3D CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 37\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the 3D CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g)&nbsp;continuous bar.}}}\\]</em></p>\n<p><br></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"Fig. 18\t Available anchorage types and respective anchorage coefficients for stirrups. Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for stirrups.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.}}}\\]</em></p>\n<p>In order to comply with EN 1992-1-1, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in the CSFM is based on the parabolic-plastic stress-strain curve for concrete based on the Portland CementAssociation’s parabolic stress-strain curve described in PCA’s Notes on ACI 318-99 Building Code Requirements for Structural Concrete, Figure 6-8. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 39\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of the CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached it considers a plastic branch with ε<em><sub>c</sub></em><sub>0</sub> in maximum value 5% while ACI 318-19 Cl. 22.2.2.1 assumes ultimate strain less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>1</sub> is the Reduction factor of concrete compressive strength defined in ACI 318-19 Cl. 22.2.2.4.1. When using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>.</em></p>\n<p><em>Φ</em><em><sub>c </sub></em>is the strength reduction factor for concrete. The default value is set according to ACI 318-19 Table 24.2.1 (b)(f).</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered. See ACI 319-19 Cl. 20.2.1. The definition of this diagram only requires the basic properties of the reinforcement to be known - strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect.&nbsp;</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 40 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to ACI 318-19 Table 24.2.1.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>10% is selected as the limit strain at which the calculation is stopped. This is considered safe based on ASTM A955/A955M-20c Article 7.</p>\n<p>Tension stiffening (Fig. 41) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 41\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 23)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 23).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 24 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 24. A crack kinematic without slip (pure crack opening) is considered (Fig. 24a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 24b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models presented in Section 1.2.4 by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 24c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 25) by means of the model presented in Section 1.2.4.</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 25\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>"
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                            "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h2>Structural design of concrete discontinuities in IDEA StatiCa Detail</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#reinforcement-structural-design\">Reinforcement structural design</a><br>\n<a href=\"#finite-element-implementation-idea-statica-detail\">Finite element implementation in IDEA StatiCa Detail</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#finite-element-types\">Finite element types</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#meshing\">Meshing</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#presentation-of-results\">Presentation of results</a><br>\n<a href=\"#structural-element-verification-idea-statiCa-detail\">Structural element verification in IDEA StatiCa Detail</a><br>\n<a href=\"#verification-of-the-structural-concrete-elements\">Verification of the structural concrete elements (EN)</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#material-models\">Material models</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#safety-factors\">Safety factors</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n &nbsp;&nbsp;&nbsp;- <a href=\"#partially-loaded-areas\">Partially loaded areas 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data-codename=\"theoretical_background_detail___serviceability_lim\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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                            "value": "<h4>Reinforced concrete wall or deep beams full code-check? No problem!</h4>\n<p>The aim of the webinar is to present how to code-check a <strong>general-shape deep beam</strong> in <strong>IDEA StatiCa Detail</strong> in connection with results from the FEA application in minutes. We will show the workflow on an example of a residential concrete building – exporting the geometry, creating the submodel in IDEA StatiCa Detail, applying the <strong>correct loads</strong>, design of the reinforcement, and the final code-check for both <strong>ultimate and serviceability limit</strong> <strong>states</strong>.</p>\n<p>Try it on your own - get the <a data-item-id=\"0c872071-6a3f-4b99-8cd4-66440db9cc0d\" href=\"\">free Trial license</a> and follow the step-by-step tutorial on <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Concrete wall</a>.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>The ultimate solution for concrete details and structural parts</h4>\n<p>Common 3D FEA software considers the linear behavior of concrete. Design and code-checks of reinforcement are limited, especially for the <strong>serviceability limit state</strong> which may lead to the development of <strong>excessive cracks</strong>. All of that is covered within the <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">CSFM-based</a> application IDEA StatiCa Detail. Now, all engineers can efficiently design and code-check walls or deep beams of any shape and many more.</p>\n<p>If you want to see more of <strong>IDEA StatiCa Detail&nbsp;</strong>in action, there are two other recorded webinars to watch:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">How to design a prestressed beam with openings easily?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Cast in situ wall – Ruzomberok (Slovakia)</a></li>\n</ul>\n<p>Or browse our Support center for&nbsp;<a href=\"https://www.ideastatica.com/support-center-tutorials?product=concrete&amp;label=detail\" title=\"IDEA StatiCa Detail\">tutorials</a>&nbsp;and read the&nbsp;<a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">theoretical background.</a></p>\n<p><br></p>\n<h3>Webinar recording</h3>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective strength reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>strength reduction factors</strong> are prescribed in ACI 318-19 Cl. 21.2. The default values for concrete and reinforcement are chosen based on the assumption that the typical example solved in the application is shear-controlled (based on Table 21.2.1 (b), (f), (g)). However, it is possible to model any type of element. Therefore, if a compression or tension-controlled element is assessed, the user has the option to change the strength reduction factor value in the Preferences.</p>\n<figure data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f5c8c73-4050-4623-9f74-04bee16498f2/Strength%20reduction%20factors%20-%20ACI.png\" data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42\\qquad The setting of strength reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to ACI 318-19 Table 5.3.1.</p>\n<p>Except as stated in Chapter 34, service-level load combinations are not defined in ACI 318-19. It is recommended to use combination rules based on Appendix C of ASCE/SEI 7-16. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db9f1517-72eb-45bd-9f0c-6c748d7c9146/Load%20factors%20-%20ACI.png\" data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad The setting of&nbsp;load factors in IDEA StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by ACI 318-19 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>y,lim</sub></em>.</p>\n<p>\\[f_{y,lim} = \\phi_{s} \\cdot f_{y}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>y,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by ACI 318-19, Clause 17.6.3.2.2a (pull-out failure of headed fastenings).</p>\n<p>\\[N_{pn} = \\Phi \\cdot \\Psi_{c,p} \\cdot 8 \\cdot A_{brg} \\cdot f'_c\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi\\) is the strength reduction factor - Table 17.5.3(c)</li>\n  <li><em>A</em><em><sub>brg</sub></em>&nbsp;net bearing area of the head of stud, anchor bolt, or headed deformed bar (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li>\\(\\Psi_{c,p}\\)&nbsp;is the pullout cracking factor according to 17.6.3.3, and is always taken as 1.0, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the bond strength <em>f</em><em><sub>bu</sub></em>.</p>\n<p>Although the bond strength is not explicitly defined in ACI 318-19, the calculation of the development length can be found in Section 25.4.2. However, since the bond strength is the basic input for determining the development length, see R25.4.1.1 and ACI Committee 408 1966, the bond strength can be calculated as follows:</p>\n<p>Let us assume that if we anchor the reinforcement bar into a concrete block to the development length <em>l</em><em><sub>d</sub></em> or greater, pulling out the reinforcement will lead to rupture of the reinforcement and not to pulling out of the concrete. This can be written with the following formula.</p>\n<p>\\[\\pi\\cdot d_{b} \\cdot l_{d} \\cdot f_{bu}=f_{y}\\cdot A_{s}\\]</p>\n<p>where:</p>\n<p><em>d</em><em><sub>b</sub></em> is the diameter of the reinforcement bar, <em>l</em><em><sub>d</sub></em> is the development length, <em>f</em><em><sub>bu</sub></em> is the bond strength, <em>f</em><em><sub>y</sub></em> is the yield strength of the reinforcement, and <em>A</em><em><sub>s</sub></em> is the area of the reinforcement rebar.</p>\n<p>From the preceding, the formula for calculating bond strength can be easily derived:</p>\n<p>\\[f_{bu}=\\frac{f_{y}\\cdot A_{s}}{\\pi\\cdot d_{b} \\cdot l_{d} }\\]</p>\n<p>The development length <em>l</em><em><sub>d</sub></em> is then determined according to ACI 318-19 Table 25.4.2.3 as follows:</p>\n<p>\\[l_{d}=\\left( \\frac{f_{y}\\cdot\\psi_{t}\\cdot\\psi_{e}\\cdot\\psi_{g}}{C\\cdot\\lambda\\sqrt{f'_{c}}} \\right)\\cdot d_{b}\\]</p>\n<p>where:</p>\n<p><em>C = 25</em> (2.1 for metric) for no. 6 and smaller bars and deformed wires, <em>C = 20</em> (1.7 for metric) for no. 7 and larger bars, λ = 1.0 for normal weight concrete, <em>ψ</em><em><sub>t</sub></em>, <em>ψ</em><em><sub>e</sub></em><sub>,</sub> <em>ψ</em><em><sub>g</sub></em> are determined according to ACI 318-19 Table 25.4.2.3.&nbsp;</p>\n<p>Only uncoated or zinc-coated (galvanized) reinforcement is supported, so <em>ψ</em><em><sub>e</sub></em><em> = 1.0</em>. <em>ψ</em><em><sub>g</sub></em> is automatically determined from the reinforcement grade, and <em>ψ</em><em><sub>t</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 44\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - &nbsp;Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 45\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must be always lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), 90-degree hook, 180-degree hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 46 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from the comparison of the equation from section ACI 318-19 25.4.3.1 and equations taken from section ACI 318-19 25.4.2.3. It should be noted that, in spite of the different available options, CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b76bc446-995d-4d16-8ef9-4aa26671edda/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 46\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;90-degree hook; (c) 180-degree hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with ACI, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in CSFM is based on the parabolic-plastic stress-strain curve. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/22a6013d-68bc-406c-b92a-f500a9ba191e/SS%20diagrams%20conc%20-%20AUS.png\" data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 47\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cp</sub></em> in maximum value 5%, while AS 3600 Cl. 8.3.1 assumes ultimate strain of less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{2}\\cdot\\phi_{s} \\cdot \\eta_{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>2</sub> is the reduction factor of concrete compressive strength defined in AS 3600 Cl. 8.3.1 <br>\nWhen using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>. </em>An analogous approach is defined for the Rectangular stress block in Chapter 8.1.3.</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the stress reduction factor for concrete. The default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered, see AS 3600 Section 3.2. The definition of this diagram only requires the basic properties of the reinforcement to be known – the strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width).&nbsp;</p>\n<figure data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e33b934-9d0f-4ba7-9764-4f31801c752b/Steel%20stress-strain%20diagram%20CSFM%20-%20AUS.png\" data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 48 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>Tension stiffening (Fig. 49) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b27b5ab6-24ea-410b-901a-fccbd7e4005f/Tension%20stiffening%20CSFM%20-%20AUS.png\" data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 49\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective stress reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>stress reduction factors</strong> are prescribed in AUS 3600 Cl. 2.2.3. The default values for concrete and reinforcement are set according to Table 2.2.3</p>\n<figure data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d32796c-ae70-42fb-a3d3-4542e785f5b1/Stress%20reduction%20factors_AUS.png\" data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 50\\qquad The setting of stress reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to AS 3600 Cl. 4.2.2. Load factors for Serviceability combinations shall be determined according to Table 4.1. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/887ee546-c598-41fd-b494-c43ccbc55194/Load%20factors%20AUS.png\" data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 51\\qquad The setting of&nbsp;load factors in Idea StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<p>The different verifications required by AS 3600 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>sy,lim</sub></em>.</p>\n<p>\\[f_{sy,lim} = \\phi_{s} \\cdot f_{sy}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>sy,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by AS 5216:2021 Cl. 6.3.4 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = \\Phi_{Mp} \\cdot k_{2} \\cdot A_{h} \\cdot f'_{c}\\]<br>\n</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi_{Mp}\\) is the strength reduction factor - Table 3.2.4</li>\n  <li><em>A</em><em><sub>h</sub></em>&nbsp;is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>.</p>\n<p>For the determination of the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>, the formula C13.1.2.2 defined in AS3600:2018 Sup 1:2022 is considered in the application.</p>\n<p>\\[f_{bu}=\\frac{k_{2}}{k_{1} \\cdot k_{3}} \\cdot (0.5 \\cdot \\sqrt{f'_{c}})\\]</p>\n<p>Where <em>f'</em><em><sub>c</sub></em><em> ≤ 65 MPa</em> (in the formula is in MPa), and <em>k</em> factors are determined from AS 3600 Cl. 13.1.2.2 as follows:</p>\n<p><em>k</em><em><sub>3</sub></em><em> = 0.7</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(conservative value for all reinforcement)<br>\n<em>k</em><em><sub>2</sub></em><em> = (132 - d</em><em><sub>b</sub></em><em>) / 100</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(<em>d</em><em><sub>b</sub></em> is diameret of rebar in millimeters)<br>\n = 1.3 for a horizontal bar with more than 300 mm of concrete cast below the bar, or 1.0 otherwise</p>\n<p><em>k</em><em><sub>1</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 52\\qquad Direction of concreting}}}\\]</em></p>\n<p>The basic development length <em>L</em><em><sub>sy,tb</sub></em> is calculated according to formula 13.1.2.2 in AS 3600 as follows:</p>\n<p>\\[L_{sy,tb}=\\frac{0.5\\cdot k_{1}\\cdot k_{3}\\cdot f_{sy}\\cdot d_{b}}{k_{2}\\cdot \\sqrt{f'_{c}}}\\ge 29 \\cdot k_{1}\\cdot d_{b}\\]</p>\n<p>As can be seen in the formula, the basic development length <em>L</em><em><sub>sy,tb</sub></em> is limited from below, and therefore the design ultimate bond stress <em>f</em><em><sub>bu</sub></em> must be limited in the same way in the application, so the following applies:</p>\n<p>\\[f_{bu}\\le \\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p>Where <em>f</em><em><sub>sy</sub></em> is in MPa.</p>\n<p>The derivation of the <em>f</em><em><sub>bu</sub></em> limitation is as follows:</p>\n<p>\\[f_{bu}= \\frac{f_{sy}\\cdot A_{s}}{ \\pi \\cdot d_{b} \\cdot L_{sy,tb}}=\\frac{f_{sy}\\cdot \\pi \\cdot d_{b}^{2}}{4 \\cdot \\pi \\cdot d_{b} \\cdot 29 \\cdot k{1} \\cdot d_{b}} =\\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p><br></p>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 53\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), Standard cog, Standard hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 54 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from AS 3600 Cl. 13.1.2. It should be noted that CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 50% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/021688e6-24c8-441b-8210-9f0bb4377e75/Available%20anchorage%20types%20for%20longitudinal%20rebars_AUS.png\" data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 54\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;Standard cog; (c) Standard hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with AS 3600, the anchorage spring should be used in the calculation. The anchorage spring is modified by the β coefficient, so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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            "value": "<h1>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the 3D CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete 3D details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Mohr-Coulomb plasticity theory implementation in 3D CSFM</a><br>\n<a href=\"#general-mechanics-assumptions-for-3D-CSFM\">General mechanics assumptions for 3D CSFM</a></p>\n<h2>Analysis model of IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#general-finite-element-types\">General finite element types</a><br>\n<a href=\"#load-transfer-devices\">Load transfer devices</a><br>\n<a href=\"#concrete-meshing-in-3D-CSFM\">Meshing in 3D CSFM</a><br>\n<a href=\"#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a><br>\n<a href=\"#presentation-of-3D-results\">Presentation of 3D results</a><br>\n<a href=\"#model-imported-from-idea-statica-connection\">Model imported from IDEA StatiCa Connection</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states\">Limit states</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-EN\">Material models in 3D CSFM (EN)</a><br>\n- <a href=\"#partial-safety-factors\">Partial safety factors</a><br>\n- <a href=\"#ultimate-limit-state-checks\">Ultimate limit state checks</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-ACI\">Material models in 3D CSFM (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-AUS\">Material models in 3D CSFM (AUS)</a><br>\n- <a href=\"#stress-and-strength-reduction-factors-and-load-factors\">Stress and strength reduction factors and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a></p>\n<p><br></p>\n<p><br></p>\n<h1>Introduction to the 3D CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b03faaef_b4f1_010d_1fd1_edf6dd647e42\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2c23365_3b66_01a0_abd7_41cc7a5d855b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" 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data-codename=\"theoretical_background_3d_detail___model_imported_\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1c9baa9_a314_01b1_37b2_cd6c61a9420e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___limit_states\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to EUROCODE</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8deed79d_4187_01f2_fd60_037d562de304\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n26ae82b5_da0f_01f0_1d69_69d7b1e282d4\"></object>\n<object 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In order for the 3D CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9f39b9ca_50c0_015a_2c43_8759ed607707\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1d1efe19_0968_013b_6544_5bd3d06f14aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_reduct\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b9c02246_d04c_0146_3699_3c2b4bf9c86d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys\"></object>\n<p><br></p>\n<p><br></p>\n<h1>Structural verifications according to Australian standard AS 3600</h1>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6.&nbsp;</p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days&nbsp;<em>f'c</em>&nbsp;is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9420be53_2547_0180_5def_d6e20b5be7b1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0a6ca427_5a30_01fc_5334_3f6d024f40b9\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d__stress_reduction\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cd5aad70_8155_0111_d25f_c72e153f21e5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys_f37d2d9\"></object>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<h2>Verifications and validations</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verifications: Detail 3D</a></li>\n</ul>\n<h3>References</h3>\n<ol>\n  <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determination of Mohr–Coulomb Parameters from Nonlinear Strength Criteria for 3D Slopes.&nbsp;<em>Math. Probl. Eng.</em>&nbsp;<strong>2019</strong>, 6927654.</li>\n  <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determination of the Mohr-Coulomb Material Parameters for Concrete under Indirect Tensile Test.&nbsp;<em>Tech. Gaz.</em>&nbsp;<strong>2019</strong>,&nbsp;<em>26</em>, 412–419.</li>\n  <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modified Mohr-Coulomb—Rankine material model for concrete.&nbsp;<em>Eng. Comput.</em>&nbsp;<strong>2011</strong>,&nbsp;<em>28</em>, 853–887.</li>\n  <li>Fan, Q.; Gu, S.C.; Wang, B.N.; Huang, R.B. Two Parameter Parabolic Mohr Strength Criterion Applied to Analyze The Results of the Brazilian Test.&nbsp;<em>Appl. Mech. Mater.</em>&nbsp;<strong>2014</strong>,&nbsp;<em>624</em>, 630–634.</li>\n</ol>"
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                    "value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>.&nbsp;</p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation.&nbsp;</p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D.&nbsp;</p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks.&nbsp;</p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.&nbsp;</p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete).&nbsp;</p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -&gt; Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has&nbsp;<strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation.&nbsp;</p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block&nbsp;</h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically.&nbsp;</p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner.&nbsp;</p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met.&nbsp;</p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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                                            "value": "<h2>1 Nouveau projet</h2>\n<p>Démarrez <strong>IDEA StatiCa Connection</strong>. Tout commence sur l'onglet <strong>Acier</strong>.</p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Gardez le paramétrage par défaut</strong> pour la topologie d'ancrage et entrez dans l'application.</p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Conception</h2>\n<p><strong>Modifiez </strong>l'opération <strong>Pied de poteau </strong>pour obtenir la topologie finale d'un bloc de béton avec charge excentrée. Le<strong> transfert de l'effort de cisaillement</strong> est paramétré pour<strong> frottement</strong>.</p>\n<ul>\n  <li>Depuis la publication de la <strong>version 24.1, IDEA StatiCa Detail</strong> est <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">sorti de la version BÊTA</a> pour la <strong>conception d'ancrages 3D</strong>. Avec cette nouvelle version, le cisaillement peut être transféré à travers des <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">tiges, bêches et frottement</a>.</li>\n</ul>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><strong>Saisissez les efforts internes</strong> pour l'ancrage chargé biaxialement. Les efforts internes causent des contraintes de compression sur le contact entre le sol et le bloc de béton. Par défaut, on suppose un <a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">bloc de béton</a> fissuré.</p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Vérification</h2>\n<p><strong>Passez</strong> à l'onglet<strong> Vérification</strong> et <strong>Calculer</strong>. La vérification prouve le mode de rupture des tiges. Explorons-le plus en détail.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Découvrons les ruptures potentielles pour traction, cisaillement et interaction mutuelle selon <a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">EN 1992-4</a>.</p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Veuillez examiner la vérification détaillée</strong> <strong>des tiges</strong> car elle révèle une non-conformité sur la première page. <strong>Cela vous informera des vérifications que vous devez effectuer manuellement ou en utilisant d'autres méthodes</strong> parce qu'elles ne sont pas incluses dans IDEA StatiCa Connection. Il est recommandé de prendre les mesures nécessaires pour résoudre ce problème.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>En raison de l'échec de la <strong>vérification de l'ancrage&nbsp;</strong>:</p>\n<ul>\n  <li>Le problème est causé par la <strong>résistance à l'éclatement du béton pour les tiges en traction et cisaillement.</strong></li>\n  <li><strong>Ce problème peut être facilement résolu dans IDEA StatiCa Detail grâce à la méthode 3D CSFM</strong>. Cela vous aide à surmonter le modèle des blocs fissurés en béton standard dans IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Exportation</h2>\n<p>L'application<strong> IDEA StatiCa Connection</strong>, développée en interne,<strong> dispose désormais d'un </strong><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>lien BIM puissant </strong></a><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>avec Detail</strong></a>, permettant la conception et vérification des blocs de béton armé avec plusieurs combinaisons.</p>\n<p>Conditions préalables à l'exportation :</p>\n<ul>\n  <li>Le modèle doit être<strong> précalculé et les résultats doivent être inclus.</strong></li>\n</ul>\n<p>Allez à l'onglet <strong>Vérification -&gt; Vérification de béton armé -&gt; Enregistrer.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>L'exportation n'est autorisée que pour la topologie d'ancrage. L'<a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">exportation</a> permet le transfert de :</p>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection&nbsp;:</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : par adhérence / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h2>5 Conception</h2>\n<p>Cette section vous permet de modifier les éléments, appuis, charges et combinaisons et groupe de barres d'armature.</p>\n<h3>Appuis</h3>\n<p>Le sol présente une certaine rigidité qui doit être prise en compte pour une conception précise. L'<strong>appui superficiel</strong> permet la rigidité dans les trois directions et est défini comme <strong>inactif en traction par défaut</strong> (non-linéarité des limites).</p>\n<ul>\n  <li>Soyez prudent lorsque vous faites des hypothèses sur les conditions limites. Dans le cas de la non-linéarité, si les moments sont assez élevés, l'appui du bloc de béton en traction peut se retourner pendant l'analyse, provoquant des rotations importantes. Cela peut conduire à un modèle divergent en raison du mouvement du corps flexible.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Appareils de transfert</h3>\n<p>Les tiges sont reprises de IDEA StatiCa Connection. Deux types de tiges peuvent être sélectionnés.</p>\n<p>Tiges encastrées :</p>\n<ul>\n  <li>Tiges préinstallées ayant les mêmes attributs d'<a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#finite-element-types\">adhérence</a> que les barres de ferraillage.</li>\n</ul>\n<p>Tiges par adhérence :</p>\n<ul>\n  <li>Post-installés (tiges chimiques) avec la possibilité de personnaliser l'effort d'adhérence selon la résistance d'adhérence réelle.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Veillez au paramétrage correct de l'<strong>interconnexion avec le pied de poteau</strong>. Si les semelles sont importées à partir de l'application Connection, le <strong>transfert des efforts axiaux</strong> doit être <strong>désactivé</strong> et le <strong>transfert de cisaillement</strong> doit être <strong>activé</strong>. C'est parce que les tiges sont chargées directement par les efforts. Vous pouvez en savoir plus à ce sujet <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">ici</a>.</p>\n<p>Si vous conceviez des semelles à partir de zéro dans l'application Detail, les deux options seraient activées. Lors du transfert de cisaillement à travers les tiges, l'utilisateur doit déterminer quelles tiges supporteront l'effort de cisaillement et sélectionner la case à cocher correspondante. Ceci est conforme aux exigences de la norme EN qui spécifie que le cisaillement ne doit être attribué qu'aux tiges effectives pour la vérification de la rupture du bord de béton.</p>\n<h3>Ferraillage</h3>\n<p>Paramétrez l'enrobage en béton à 40 mm, ce qui sera utilisé comme valeur par défaut pour le ferraillage.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Sélectionnez le <strong>Groupe de barres d'armature (1) --&gt; Groupe de barres 3D (2) </strong>et remplissez les champs <strong>Diamètre</strong>, <strong>Attributs</strong> et <strong>Géométrie (3)</strong>.</p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez la <strong>Surface</strong>. Toutes les autres options sont conservées.</p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copiez </strong>l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Charges et combinaisons</h3>\n<p>Les combinaisons sont prises de IDEA StatiCa Connection. Toutes les conséquences de l'importation sont mentionnées en détail dans l'article <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection à Detail</a>.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<h2>6 Vérification</h2>\n<p><strong>Avant de démarrer l'analyse</strong>, nous recommandons vivement de <strong>changer le multiplicateur de maillage</strong> à deux afin d'accélérer le calcul. Cette étape n'est pas obligatoire mais elle peut réduire le temps de calcul et aider à identifier tout problème de divergence. <strong>Si tout se passe bien et aucun problème ne survient, vous pouvez revenir à un multiplicateur d'un</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Résultats</h2>\n<h3>Contrainte équivalente principale</h3>\n<p>La <strong>contrainte équivalente principale (EPS)</strong> dans le béton est déterminée selon le comportement de volume du bloc de béton. Les zones qui subissent la charge la plus élevée sont identifiées et mises en valeur. Afin de mieux comprendre le confinement par rapport à la compression uniaxe, la contrainte équivalente est calculée à l'aide de coefficient kappa. Plus d'informations sur la contrainte équivalente principale sont fournies dans <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#ultimate-limit-state-checks\">cet article de la Base théorique.</a></p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Contrainte dans les barres d'armature</h3>\n<p><strong>Lors de la vérification de ferraillage</strong>, il est essentiel de noter que la tige proche du coin est utilisée au maximum.</p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>En affichant l'utilisation du ferraillage, l'utilisateur peut clairement voir quel ferraillage contribue au transfert de la charge et à la prévention de la rupture du cône de béton.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Ancrage</h3>\n<p>Vérifiez les paramètres de l'<strong>ancrage</strong> et activez l'option <strong>Effort total dans les tiges</strong>. Les efforts dans les tiges peuvent varier légèrement en raison des différentes approches de calcul concernant le bloc de béton. Cependant, les différences ne sont pas significatives.</p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Déformations</h3>\n<p>Passez à <strong>Complémentaire</strong> et activez l'option <strong>Déformation</strong>.</p>\n<p>Il n'est pas nécessaire d'effectuer une vérification de déformation pour ELU mais il est vivement recommandé de vérifier la déformation après l'analyse pour s'assurer que le modèle ne subit pas de déformation importante, de rotation importante ou qu'aucun élément fini n'est endommagé. Cela permet d'avoir une vue d'ensemble des résultats de l'analyse et d'identifier les problèmes qui ont pu se produire lors de l'analyse.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Rapport</h2>\n<p>Enfin, passez à l'<strong>Aperçu/Impression de rapport</strong>. IDEA StatiCa offre un rapport entièrement personnalisable à imprimer ou enregistrer dans un format modifiable.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>Vous avez vérifié l'ensemble de la conception de l'attache selon les normes EN 1993-1-8 et EN 1992-4. La partie en acier a été vérifiée dans IDEA StatiCa Connection et le bloc de béton a été vérifié dans IDEA StatiCa Connection et Detail.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3093d2f3_fd32_01b1_7756_3728b23df3df\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c241a84c_e373_0189_6fd5_29b91c19ae75\"></object>"
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                                            "value": "IDEA StatiCa Connection et Detail forment une paire puissante pour l'évaluation des ancrages. Qu'est-ce qu'il faut évaluer selon l'Eurocode et quels sont les résultats obtenus avec quelle application ? Voir l'article suivant pour une image plus claire."
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                                            "value": "<p>L'Eurocode spécifie plusieurs modes de rupture des tiges et des semelles en béton et les divise selon leur type de charge. Dans <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, on pouvait déjà évaluer les tiges avec certaines limitations&nbsp;: il fallait faire des évaluations manuellement.</p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>En même temps, il était impossible de prendre en compte le ferraillage des blocs de béton. Ceci change maintenant avec IDEA StatiCa Detail 3D, qui ajoute plus de possibilités. IDEA StatiCa Detail 3D n'offre pas d'évaluations habituelles définies dans la norme pour le béton standard. Cependant, avec l'analyse MEF, nous pouvons vérifier si le béton armé satisfait la charge spécifiée et si <strong>la rupture du béton qui correspondrait </strong>à ces conditions est empêchée. Les applications fonctionnent indépendamment et peuvent être utilisées séparément, mais grâce au <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">lien entre Connection et Detail</a>, il est également possible d'utiliser Detail uniquement comme calcul complémentaire.</p>\n<p>Passons maintenant aux conditions de l'Eurocode une par une et les possibilités offertes par les applications.</p>\n<h2>Effort de traction</h2>\n<p>L'Eurocode divise le premier type de charge (<strong>effort de traction</strong>) en 6 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d, e, f) et deux autres pour les semelles avec ferraillage (g, h).</p>\n<p>L'image ci-dessous montre schématiquement quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.1) pour la conception des ancrages <strong>(CBFEM)</strong>, tandis que IDEA StatiCa Detail est entièrement basé sur la méthode des éléments finis <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Certaines options d'évaluation se chevauchent donc dans les deux applications, mais toujours avec une méthode différente.</p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>Les méthodes mises en œuvre dans le logiciel permettent seulement l'utilisation du béton standard dans Connection, tandis que <strong>seulement les semelles en béton armé peuvent être considérées dans Detail</strong>.</p>\n<figure data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/504267ed-44f6-46ae-9b15-33d57f0af506/failures.png\" data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" alt=\"\"></figure>\n<p>Les principales hypothèses et limites de l'analyse pour IDEA StatiCa Detail 3D sont énumérées dans l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues</a>.</p>\n<h4>a) Rupture d'acier</h4>\n<p>La rupture d'acier des tiges<strong> chargées en traction</strong> est vérifiée dans les deux applications. La résistance à la traction de la tige est vérifiée dans Connection selon la formule suivante :</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>Dans Detail, les tiges sont vérifiées comme les barres de ferraillage ordinaires selon les diagrammes contrainte-déformation définis pour des matériaux particuliers tout en utilisant la valeur de la déformation limite de 5% au maximum (calculée selon l'effet de raidissement par traction, voir plus d'informations dans la Base théorique).</p>\n<h4>b) Rupture du cône de béton</h4>\n<p>La rupture du cône de béton peut être vérifiée dans Connection. Cependant, dans Connection, l'application ne peut prendre en compte que le <strong>béton standard</strong>.</p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Par conséquent, en cas de rupture du cône de béton, il convient de passer à IDEA StatiCa Detail où il est possible d'effectuer une analyse de l'ensemble du bloc de béton armé. La résistance à la traction du béton est négligée de manière conservatrice, ce qui signifie que la capacité portante en cas de rupture du cône est déterminée par la quantité de ferraillage spécifiée de manière significative. Dans l'image ci-dessous, vous pouvez voir les <strong>directions des contraintes principales</strong> qui indiquent la forme du cône mentionné ci-dessus. Dans la partie droite, vous pouvez voir les valeurs des contraintes de béton qui sont comparées avec les valeurs limites.</p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4>c) Rupture par arrachement</h4>\n<p>Cette vérification n'est disponible dans Connection que pour certains cas (voir la première image dans cet article). Une évaluation supplémentaire est nécessaire pour les tiges mécaniques post-installées.</p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>Dans Detail, il est possible de mettre en place des <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">tiges par adhérence</a> et spécifier la résistance d'adhérence de conception selon leurs paramètres techniques. Les tiges seront ensuite vérifiées sur la base de ces paramètres. (Applicable uniquement pour le béton armé).</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Rupture par arrachement et rupture de béton des moyens d'assemblage adhérents</h4>\n<p>Cette rupture ne peut être détectée que dans Detail où les contraintes de béton et les zones d'ancrage sont évaluées à l'aide de 3D CSFM. Le mécanisme de la rupture combinée par arrachement et du béton dans Detail est basé sur les principes définis ci-dessus et son évaluation fait partie de la vérification de la résistance du béton et de l'ancrage. (Applicable uniquement pour le béton armé).</p>\n<h4>e) Rupture fragile de béton</h4>\n<p>Il n'est pas possible de l'évaluer dans Connection. Dans Detail, la rupture fragile est généralement un problème de béton standard où l'utilisation de ferraillage empêche sa production. En même temps, il est possible de voir les contraintes et déformations du ferraillage en compression ou traction et aussi du béton en compression dans l'application Détail.</p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Rupture par éclatement de béton</h4>\n<p>Pour le béton standard, une vérification empirique selon l'Eurocode dans Connection est possible.</p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>Pour les éléments avec ferraillage, il est possible d'utiliser Detail. La rupture par éclatement du béton est couverte par l'analyse de la résistance du béton lorsque les contraintes de traction sont transférées uniquement par le ferraillage (comme mentionné plusieurs fois ci-dessus).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>g) Rupture d'acier du ferraillage</strong></p>\n<p><strong>h) Rupture d'ancrage du ferraillage</strong></p>\n<h2>Charge de cisaillement</h2>\n<p>L'Eurocode divise le deuxième type de charge<strong> </strong>(<strong>effort de cisaillement</strong>) en 4 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d) et deux autres pour les semelles armées (e, f).</p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>L'image ci-dessous montre <strong>schématiquement</strong> quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.2) <strong>pour la conception d'ancrage </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a>. Tous les types de rupture causés par l'effort de cisaillement peuvent être évalués dans l'application Connection.</p>\n<figure data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5929bf71-34da-46ae-b406-852cc91bcfc6/28.png\" data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" alt=\"\"></figure>\n<p>Dans IDEA StatiCa Detail 3D, le cisaillement peut être transféré par frottement, tiges ou bêches. Il est important de préciser que seules les semelles sont évaluées. Les tiges et bêches doivent être vérifiées dans Connection ou ailleurs. Encore une fois, il faut souligner que seul le béton armé est autorisé.</p>\n<h4>a) Rupture d'acier sans bras de levier</h4>\n<p>La rupture d'acier sans bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>b) Rupture d'acier avec bras de levier</h4>\n<p>La rupture d'acier avec bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>c) Rupture par effet de levier du béton</h4>\n<p>La rupture par effet de levier du béton des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>La capacité de cisaillement de béton à travers le pied de poteau est ensuite évaluée dans l'application Detail.</p>\n<h4>d) Rupture du bord de béton</h4>\n<p>La rupture du bord de béton des tiges chargées en cisaillement n'est vérifiée dans Connection que pour le béton standard. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>La rupture du bord de béton peut être vérifiée dans Detail (béton armé uniquement).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>e) Rupture d'acier du ferraillage supplémentaire</strong></p>\n<p><strong>f) Rupture d'ancrage du ferraillage supplémentaire</strong></p>\n<h2>Conclusion</h2>\n<p>L'avantage le plus significatif peut être trouvé dans des exemples tels que l'ancrage près d'un bord et d'autres cas où le béton standard ne correspond pas à la charge requise. Il faut spécifier que les tiges et bêches doivent faire l'objet d'une évaluation supplémentaire dans Connection, mais ensemble, ces deux outils fournissent une solution complète.</p>\n<p>En raison de la méthode et de la manière dont l'application est conçue, l'<strong>application Detail ne convient qu'aux semelles armées.</strong></p>"
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                                                    "value": "<p>IDEA StatiCa est un outil permettant de résoudre des tâches complexes en 3D et est entièrement vérifié pour l'ancrage dans des blocs de béton. Cette solution vous permet d'effectuer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU). Nous disposons ainsi d'un outil permettant de saisir tous les types de <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">ruptures de béton</a> pour les fondements. Avec IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> pour la vérification des ancrages, nous proposons un ensemble complet pour tous ceux qui travaillent avec les assemblages acier-béton.</p>\n<p>L'amélioration du transfert de cisaillement, amélioration des résultats et intégration simplifiée entre <strong>IDEA StatiCa Connection</strong> et <strong>IDEA StatiCa Detail</strong>, ainsi que les vérifications, signifient que la solution est maintenant entièrement capable de traiter des exemples réels et pratiques de n'importe quel type d'ancrage.</p>\n<h3>Quelles sont les améliorations principales par rapport à la version BÊTA ?</h3>\n<ul>\n  <li><strong>Appareils de transfert de cisaillement :</strong> Entités fondamentales qui permettent la conception générale de tous les types d'ancrage <strong>(tiges, bêches et frottement)</strong>. Tous les types correspondent aux options dans IDEA StatiCa Connection, ce qui permet une importation aisée. Lisez la note de publication séparée consacrée aux <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Appareils de transfert de cisaillement</a>.</li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n  <li><strong>Sections des résultats&nbsp;</strong>: Dans le cadre des améliorations pour mieux comprendre les résultats, Detail offre la possibilité de voir le comportement réel de la structure. Lire la note de publication séparée : <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n  <li><strong>Exportation complète de Connection avec de nouvelles entités : </strong>L'importation est possible, y compris toutes les informations sur les matériaux, les types de tiges et leurs traitements finaux. Lire la note de publication séparée : <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection vers Detail</a></li>\n  <li><strong>Grille du plan de travail&nbsp;:</strong> Une nouvelle grille facilite l'identification des surfaces lors de la modélisation, ferraillage, création de sections, etc. Lire la note de publication séparée : <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Amélioration de la modélisation – Grilles et poids propre</a></li>\n  <li><strong>Poids propre :</strong> L'application inclut un autre type de charge, le poids propre. Il est automatiquement calculé en fonction des dimensions et matériau sélectionné.</li>\n  <li><strong>Maillage affiné autour des tiges :</strong> Le maillage autour des tiges a été localement affiné pour obtenir des résultats précis. Ce paramétrage ne peut pas être modifié. Le maillage est généré automatiquement.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Description complète des fonctionnalités de 3D Detail.</a></p>\n<p><em>Note : Actuellement pour l'Eurocode (EN) seulement.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b335540c_7ff4_017f_4617_c09c66db4e89\"></object>\n<h3>Limites connues de 3D Detail</h3>\n<p>Comme Detail n'est qu'un outil qui ne peut pas remplacer le jugement des ingénieurs, il est nécessaire de bien comprendre ses fonctions, ses avantages et ses limites. Lisez les limites qui doivent être prises en compte :</p>\n<ul>\n  <li>La solution ne convient qu'au<strong> béton armé.</strong></li>\n  <li>L'application fournit des<strong> vérifications ELU</strong> conformément à la norme EN.</li>\n  <li><strong>Un seul bloc de béton</strong> est autorisé dans Detail.</li>\n  <li>Dans Detail, les tiges ne sont vérifiées que pour la résistance à la traction. Il est nécessaire d'<strong>utiliser Connection pour les vérifications de cisaillement et d'interaction</strong>.</li>\n  <li>Seuls les modèles <strong>ancrés par un pied de poteau</strong> et <strong>seulement</strong> <strong>contact direct </strong>peuvent être importés dans Detail (à partir de Connection).</li>\n  <li><strong>Les charges importées et saisies par l'utilisateur ne peuvent pas être combinées dans le même modèle.</strong></li>\n</ul>\n<p>Pour une liste complète des limites et des explications complémentaires, consultez l'article : <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail</a></p>\n<h3>Vérifications</h3>\n<p>Nous soulignons encore une fois que, bien que Detail 3D soit une solution générale pour modéliser n'importe quel détail, nous vérifions les exemples étape par étape. 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Vous trouverez ci-dessous une vue d'ensemble des cas d'utilisation possibles et projets de développement ultérieurs :</p>\n<table><tbody>\n  <tr><td><strong>Cas d'utilisation</strong></td><td><strong>Fonctionnalité prête</strong></td><td><strong>Vérification fournie</strong></td><td><strong>Vérification dans la version</strong></td></tr>\n  <tr><td>Fondements des poteaux en acier</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Ancrages généraux des éléments en acier<br>\n(poutres, contreventements, tiges de levage...)</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n  <tr><td>Utilisation générale de Detail 3D pour d'autres cas (têtes de pieux, têtes de piliers, etc.)</td><td>OUI</td><td>NON</td><td>en cours de développement</td></tr>\n  <tr><td>Type de modèle de voile</td><td>NON</td><td>NON</td><td>en cours de développement</td></tr>\n</tbody></table>\n<p>Nous mettons continuellement à jour et ajoutons de nouvelles <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&amp;label=detail_3d\">vérifications pour 3D Detail</a> où nous vérifions la fonctionnalité et les hypothèses. 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                                                                                "linkId": "634feb76-63f1-49fd-b680-f4ff75195c99",
                                                                                "urlSlug": "parameters-are-useful-for-everyone",
                                                                                "type": "support_center_article"
                                                                              },
                                                                              {
                                                                                "codename": "rn_24_1__hilti_profis_plugin_in_checkbot",
                                                                                "linkId": "9a784358-0e6c-4525-8a9c-b675bd76931e",
                                                                                "urlSlug": "hilti-profis-plugin-in-checkbot",
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                                                                              {
                                                                                "codename": "rn_24_0__checkbot_ready_for_big_projects",
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                                                                                "urlSlug": "checkbot-pret-pour-les-grands-projets",
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                                                                              {
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                                                                              {
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                                                                              {
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                                                                            "name": "Content",
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                                                                            "value": "<p>À part les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux de la version 24.1</a>, lisez la liste complète de la nouvelle fonctionnalité&nbsp;:</p>\n<h2>Conception en béton</h2>\n<p><strong>Detail 3D (exclusivement Eurocode)</strong></p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est hors de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> par des tiges, bêches et frottement</li>\n  <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Exportation complète de Connection avec des nouvelles entités</a></li>\n  <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a> – vérifications des sections, contrainte</li>\n  <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Grilles du plan de travail</a> pour la conception des nouvelles entités</li>\n  <li>Maillage fin autour des tiges et stabilité de l'application</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Nouveaux modèles</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Combinaisons ELS améliorées</a> (exclusivement Eurocode)</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Rigidité des appuis ponctuels</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (exclusivement Eurocode)</li>\n</ul>\n<h2>Conception en acier</h2>\n<ul>\n  <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Outil de mesure dans Connection</a></li>\n  <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion des éléments du projet et matériaux</a></li>\n  <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Sélection et édition multiple dans Connection</a></li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Réponse rapide de l'application avec annulation rapide des calculs</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/project-item-and-material-management\">Calculs de voilement dans le menu backstage</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/regional-improvements-in-24-1\">Base théorique dans le rapport</a> en italien et portugais</li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/how-to-import-a-plate-from-dxf\">Importation facile des formes de platine de DXF</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/modeles-parametriques-dans-la-bibliotheque-des-attaches\">Modèles paramétriques de conception améliorés</a></li>\n  <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Améliorations régionales</a></li>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Maillage autour des trous pour les boulons et axes d'articulation</a></li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Gestion multiple et outils de groupement dans Checkbot</a></li>\n  <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Paramètres utiles pour tout le monde</a></li>\n  <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Plug-in HILTI PROFIS dans Checkbot</a></li>\n  <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">Importations de MEF vers Checkbot 60% plus rapides</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/exporting-an-ifc-file-from-idea-statica\">Exportation IFC depuis Checkbot</a></li>\n  <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Importation avancée des connecteurs depuis des outils DAO</a></li>\n  <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Liens BIM autorisés dans la version 24.1</a></li>\n</ul>\n<h2>Usage et Licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Paramétrage des projets</a></li>\n  <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Préférences partagées à travers la gamme complète des outils</a></li>\n  <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Authentification unique (SSO) pour usage public</a></li>\n  <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Comblement de l'écart entre Viewer et Connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/fr/support-center/license-usage-analytics-in-the-user-portal\">Rapports d'usage de licence au Portail d'utilisateur</a></li>\n</ul>\n<h2>Notes de publication complètes</h2>\n<p>Ci-dessous, vous pouvez télécharger les <strong>Notes de publication </strong>pour IDEA StatiCa 24.1 en format PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f77b166e_fd7a_0112_b176_a3fb4885c324\"></object>"
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                                                                                        "linkId": "1148f543-3884-4985-b774-b8cc13147689",
                                                                                        "urlSlug": "filler-plate-packing-plate-recognition",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__detailing_improvements_for_bolts_and_weld",
                                                                                        "linkId": "5f4c7d1f-5145-4fa0-a9bf-535808187857",
                                                                                        "urlSlug": "detailing-improvements-for-bolts-and-welds-in-eurocode",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_1__notes_in_report_about_not_performed_check",
                                                                                        "linkId": "26962c6a-7395-4994-b91c-2f02923d157f",
                                                                                        "urlSlug": "limitations-to-checks-of-anchors",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_1__detailed_calculation_of_connection_design",
                                                                                        "linkId": "2cc695f0-16cc-40cf-87c4-c5f8c4ca6605",
                                                                                        "urlSlug": "detailed-calculation-of-connection-design-material-values-displayed-for-plates",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_1__singularity_detection_in_member",
                                                                                        "linkId": "e9a04b3d-e2e6-4408-b09d-8403b233380f",
                                                                                        "urlSlug": "singularity-detection-in-member",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rcs___interaction_code_check_improvements",
                                                                                        "linkId": "808008d4-d25a-403f-a4cd-ed61e1c71203",
                                                                                        "urlSlug": "interaction-code-check-advancements-in-rcs",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_1__release_notes_idea_statica_23_1",
                                                                                        "linkId": "068f049a-e99f-4d33-9148-692c33fad018",
                                                                                        "urlSlug": "release-notes-idea-statica-23-1",
                                                                                        "type": "support_center_article"
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                                                                                      {
                                                                                        "codename": "rn_23_0__prequalified_joints__aisc_",
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                                                                                        "urlSlug": "qualification-checks-of-seismic-prequalified-connections-for-aisc",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__standards_implementation",
                                                                                        "linkId": "20bea177-2a2e-4326-adb2-82c7e021cae7",
                                                                                        "urlSlug": "update-of-ansi-aisc-360-22-csa-s16-19-standards-and-taiwan-sections",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__template__copy_",
                                                                                        "linkId": "d4c5223a-47bd-4c4a-b3cf-041381232705",
                                                                                        "urlSlug": "calculation-of-anchors-with-stand-off",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__eurocode_refactoring",
                                                                                        "linkId": "1fa719d0-2d65-42bb-b892-7b1bdb540d77",
                                                                                        "urlSlug": "eurocode-updates-to-thin-walled-members-and-anchors",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__edge_indexing_improvement_in_member",
                                                                                        "linkId": "ae8ec5d5-7aff-4dc1-9e94-a414912414c1",
                                                                                        "urlSlug": "edge-indexing-in-member-and-connection-models",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_1__template__copy__f1af162",
                                                                                        "linkId": "f1af1623-b7a3-4b77-8562-18cddae30194",
                                                                                        "urlSlug": "calculate-load-extremes",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__limited_stress_check_feature_in_detail",
                                                                                        "linkId": "77cd8496-7dd0-44e8-8153-3f7498958c0c",
                                                                                        "urlSlug": "limited-stress-check-feature-in-detail",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__implementation_of_long_term_losses_in_det",
                                                                                        "linkId": "11765fc5-842e-4fe5-afed-c54104da47d5",
                                                                                        "urlSlug": "implementation-of-long-term-losses-in-detail",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__improvements_for_aci_318_19_in_detail",
                                                                                        "linkId": "b2f21cdf-2d85-4815-ad24-fbe41ac65093",
                                                                                        "urlSlug": "improvements-for-aci-318-19-in-detail",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__imperial_rounding_improvements_in_detail",
                                                                                        "linkId": "358763b8-7373-444f-ab5f-d207d38e281b",
                                                                                        "urlSlug": "imperial-rounding-improvements-in-detail",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "equivalent_time_for_deflection",
                                                                                        "linkId": "9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e",
                                                                                        "urlSlug": "equivalent-time-for-deflection-evaluation",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_23_0__enhanced_mesh_in_member__copy_",
                                                                                        "linkId": "fcf88cfa-ef51-4afa-a139-917a5f1f8cbb",
                                                                                        "urlSlug": "triangular-mesh-in-concrete-member",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_23_0",
                                                                                        "linkId": "9a275699-6cf5-48a3-ac7c-1154c4c1331a",
                                                                                        "urlSlug": "release-notes-idea-statica-23-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_1_timber_connections__show_angle_to_grains",
                                                                                        "linkId": "eed5a14c-0581-42b1-8a67-7181fb8d4fdf",
                                                                                        "urlSlug": "angle-to-the-grain-of-the-steel-to-timber-connections",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_1__significant_step_to_designing_and_code_ch",
                                                                                        "linkId": "eac075cc-9e8a-4d0b-b678-e94b527863df",
                                                                                        "urlSlug": "gmnia-solver-extended-to-shear-and-torsion-effects",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_22_1",
                                                                                        "linkId": "8136efc3-3a87-48df-9cb2-890edbe4cfb2",
                                                                                        "urlSlug": "notes-de-publication-idea-statica-22-1",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_0__loads_in_equilibrium_by_default",
                                                                                        "linkId": "da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c",
                                                                                        "urlSlug": "loads-in-equilibrium-by-default",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_0__fatigue_improvements",
                                                                                        "linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
                                                                                        "urlSlug": "fatigue-analysis-how-the-results-are-displayed",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
                                                                                        "linkId": "f89307a5-4bac-4632-bb5f-1a2586f199a3",
                                                                                        "urlSlug": "through-bolts-for-hollow-sections-warning",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn22_0__update_of_eccentricity_definition_of_norma",
                                                                                        "linkId": "293fcced-8994-4a81-a805-88267657c66a",
                                                                                        "urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_22_0",
                                                                                        "linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
                                                                                        "urlSlug": "release-notes-idea-statica-22-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__bearing_type_options_for_bolts",
                                                                                        "linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
                                                                                        "urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
                                                                                        "linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
                                                                                        "urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_21_1__slip_resistance_check_update_according_to",
                                                                                        "linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
                                                                                        "urlSlug": "slip-resistance-check-update-according-to-sp-16",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_22_0__connection_browser_ii",
                                                                                        "linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
                                                                                        "urlSlug": "company-sets-selection-in-the-connection-browser",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_1",
                                                                                        "linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "section_model_view___drawings___sketches____copy_",
                                                                                        "linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
                                                                                        "urlSlug": "mise-a-jour-du-solutionneur-cbfem",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "condensed_elements",
                                                                                        "linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
                                                                                        "urlSlug": "condensed-superelements-invisible-but-essential",
                                                                                        "type": "blog_post"
                                                                                      },
                                                                                      {
                                                                                        "codename": "differences_in_results_between_version_21_and_olde",
                                                                                        "linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
                                                                                        "urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_21_0_d5c25f3",
                                                                                        "linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__improved_model_of_contacts",
                                                                                        "linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
                                                                                        "urlSlug": "an-improved-model-of-contacts",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__butt_welds_upgraded_model",
                                                                                        "linkId": "040fcb75-d544-4d75-bc49-182d150177d7",
                                                                                        "urlSlug": "butt-welds-upgraded-model",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__bolt_bearing_distances__en_",
                                                                                        "linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
                                                                                        "urlSlug": "bolt-bearing-distances-for-eurocode",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "rn_20_1__connecting_plate_eccentricity",
                                                                                        "linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
                                                                                        "urlSlug": "connecting-plate-eccentricity",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_steel_20_1",
                                                                                        "linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-20-1",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_concrete_20_1",
                                                                                        "linkId": "79ff8a70-a79d-483c-8ce8-218a5f43cadc",
                                                                                        "urlSlug": "release-notes-idea-statica-concrete-20-1",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_steel_20",
                                                                                        "linkId": "4ba1aea8-5819-4504-bfc7-717be84625d1",
                                                                                        "urlSlug": "release-notes-idea-statica-steel-20",
                                                                                        "type": "support_center_article"
                                                                                      },
                                                                                      {
                                                                                        "codename": "release_notes_idea_statica_concrete_20",
                                                                                        "linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
                                                                                        "urlSlug": "release-notes-idea-statica-concrete-20",
                                                                                        "type": "support_center_article"
                                                                                      }
                                                                                    ],
                                                                                    "name": "Content",
                                                                                    "type": "rich_text",
                                                                                    "value": "<h2>Compatibilité des versions</h2>\n<p>La version du logiciel IDEA StatiCa (par exemple 22.1.3.0789) est décrite par un numéro composé de la version majeure (22), la version mineure (.1), le numéro de correctif (.3) et le numéro de build (.0789).</p>\n<p>Chaque version majeure et mineure des applications IDEA StatiCa modifie les données du projet et les rend impossibles à utiliser dans les versions précédentes. Cela signifie que si vous créez ou enregistrez un projet dans la version 22.1, vous ne pouvez pas l'ouvrir dans la version 22.0.</p>\n<p>Cependant, les correctifs de la même version sont compatibles, donc si vous créez ou sauvegardez un projet dans le correctif 22.1.3, vous pouvez toujours l'ouvrir dans le correctif 22.1.0.</p>\n<p>Le <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a> génère toujours des fichiers de projet dans la dernière version de IDEA StatiCa et le dernier correctif publié.</p>\n<h2>Ouvrir un ancien projet dans une version plus récente</h2>\n<p>Les modèles conçus dans des versions antérieures de IDEA StatiCa peuvent présenter des différences lorsque vous passez à la version la plus récente. Lors de la mise à jour vers une version plus récente du programme, vous pouvez rencontrer certaines différences associées à l'ouverture de modèles créés dans des versions antérieures.</p>\n<p>Pour vous tenir au courant, veuillez lire les <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">notes de publication</a> pour chaque version majeure et mineure publiée, ainsi que les mises à jour des correctifs et les <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">listes des bogues résolus</a>.</p>\n<p>Vous trouverez ci-dessous une liste des principales modifications apportées à chaque nouvelle version du programme qui peuvent entraîner des changements des résultats :</p>\n<h3>Changements dans la version 25.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Analyse géométrique non linéaire</a> (GMNA)</li>\n  <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Zone d'épandage de soudure</a></li>\n</ul>\n<p>Lire les <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">points principaux</a> et la <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 25.0.</p>\n<h3>Changements dans la version 24.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de la norme pour la vérification d'ancrage</a></li>\n  <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Amélioration du maillage autour des trous de boulons et articulations</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est sorti de BETA</a> et vérifié pour l'ancrage</li>\n  <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> à travers les tiges, bêches et frottement</li>\n  <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (Eurocode uniquement)</li>\n</ul>\n<p>Lire les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux</a> et la <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.1.</p>\n<h3>Changements dans la version 24.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (correctif 23.1.1)</li>\n  <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Étendre l'élément à l'aide de l'opération de coupe</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (correctif 23.1.2)</li>\n</ul>\n<p>BIM et SERVICES CLOUD</p>\n<ul>\n  <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Centre de conception structurale gratuit pour tous les logiciels MEF et DAO autorisés</a> et arrêt des plugins Viewer gratuits</li>\n</ul>\n<p>Lisez les <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">points principaux</a> et la <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.0.</p>\n<h3>Changements dans la version 23.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Soudures - autoconception, saisie, avertissements, visualisation</a></li>\n  <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Saisie et visualisation de la position de l'effort de cisaillement</a> (depuis le correctif 23.0.5)</li>\n  <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Réduction de la limite d'élasticité pour les sections creuses en acier à grande résistance</a></li>\n  <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Avertissement pour les soudures et boulons reliant les mêmes platines</a> (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Reconnaissance des fourrures</a> (depuis le correctif 23.0.3)</li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction des boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Calcul détaillé des valeurs des matériaux de conception des assemblages affichées dans le tableau des résultats des platines</a></li>\n  <li>Classes des matériaux d'acier et boulons selon AISC360-22 (depuis le correctif 23.0.4)</li>\n  <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Détection des singularités dans Member</a> (depuis le correctif 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Notes de publication de IDEA StatiCa 23.1.</a></p>\n<h3>Changements dans la version 23.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Vérifications de qualification des assemblages sismiques préqualifiés pour AISC</a></li>\n  <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Mise à jour des normes ANSI/AISC 360-22, CSA S16:19 et des sections Taïwan</a></li>\n  <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Tiges détachées</a> (depuis le correctif 22.1.5)</li>\n  <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Mises à jour de l'Eurocode pour les éléments à voile mince et tiges</a></li>\n  <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction pour les boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n  <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Indexation des bords dans les modèles Member et Connection</a></li>\n  <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Sélection des extrêmes de charge</a> (depuis le correctif 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Fonctionnalité de vérification des contraintes limitée dans Detail</a></li>\n  <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implémentation des pertes à long terme dans Detail</a></li>\n  <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Améliorations pour ACI 318-19 dans Detail</a></li>\n  <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Améliorations de l'arrondissement impérial dans Detail</a></li>\n  <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Temps équivalent pour la flèche dans Beam</a> (depuis le correctif 22.1.3)</li>\n  <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Maillage triangulaire en béton dans Member</a></li>\n  <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Notes de publication de IDEA StatiCa 23.0</a>.</p>\n<h3>Changements dans la version 22.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle par rapport au grain des assemblages acier-bois</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Solutionneur GMNIA étendu aux effets de cisaillement et de torsion</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Notes de publication de IDEA StatiCa 22.1.</a></p>\n<h3>Changements dans la version 22.0</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Charges en équilibre par défaut</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Analyse de fatigue - comment les résultats sont affichés</a></li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Avertissement concernant les boulons traversants pour les sections creuses</a></li>\n  <li>Mise à jour de Connection Lite</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Mise à jour de la définition de l'excentricité d'effort normal pour les poteaux en béton selon l'Eurocode</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Notes de publication de IDEA StatiCa 22.0</a>.</p>\n<h3>Changements dans la version 21.1</h3>\n<p>STEEL</p>\n<ul>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Options de type de pression diamétrale pour les boulons dans la version 21.1 et suivantes</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Vérifications spécifiques des soudures selon l'Eurocode (EN) et la norme indienne (IS)</a></li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Mise à jour de vérification de résistance au glissement selon SP 16</a></li>\n</ul>\n<p>Pour les utilisateurs de <strong>Gestionnaire des modèles</strong>, utilisez la version 21.1 pour <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transférer vos conceptions dans la nouvelle Connection Library</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Notes de publication de IDEA StatiCa 21.1</a>.</p>\n<h3>Changements dans la version 21.0</h3>\n<p>Le changement le plus important depuis la version 21.0 concerne le modèle analytique des éléments dans Connection, veuillez lire l'article <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Mise à jour du solutionneur CBFEM</a> et l'article de blogue <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Super-éléments condensés - invisibles mais essentiels</a>. L'impact des changements est également décrit dans l'article <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Améliorations du modèle d'analyse dans IDEA StatiCa version 21.0</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Notes de publication de IDEA StatiCa 21.0</a>.</p>\n<h3>Changements dans la version 20.1</h3>\n<p>Nous indiquons ici les articles décrivant les principales différences entre l'ancienne et la nouvelle version.</p>\n<ul>\n  <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Modèle amélioré des contacts</a></li>\n  <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Modèle amélioré pour les soudures bout à bout</a></li>\n  <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Distances d'appui des boulons pour l'Eurocode</a></li>\n  <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Excentricité de platine de raccordement</a></li>\n</ul>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.1</a> et <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.1.</a></p>\n<h3>Changements dans la version 20</h3>\n<p><strong>Refonte de l'opération de fabrication des cornières</strong></p>\n<p>Dans la version précédente, l'opération de fabrication des cornières faisait parfois intervertir les ailes des sections en L, principalement lors de la rotation de l'élément autour de l'axe longitudinal. Désormais, les sections en L sont positionnées correctement et l'orientation des ailes est maintenue lors de l'introduction de rotation de l'élément. Le nouveau mécanisme est basé sur un nouveau positionnement de l'élément (par ses coordonnées locales - plutôt que par ses rotations).</p>\n<p><strong>Systèmes de coordonnées locales des éléments dans les applications MEF/DAO</strong></p>\n<p>Toutes les entités dans les applications MEF/DAO sont créées de manière à ce que leur axe de définition ait un début et une fin. Ces deux points sont pris comme vecteur pour définir le système de coordonnées locales de l'élément. Ces informations sont stockées dans chaque projet d'application MEF/DAO et peuvent être utilisées lors de l'importation. Nous en avons profité pour améliorer l'exactitude de l'importation de la géométrie par notre lien BIM. De l'autre côté, cela change les conditions et l'utilisateur doit faire attention à la façon dont le modèle est créé dans MEF/DAO parce que cela a un impact sur le modèle CBFEM dans Connection. Nous recommandons de faire attention lors de l'importation des projets MEF/DAO dans la version 20, le système de coordonnées locales des éléments peut changer avec le modèle et la différence par rapport au modèle importé dans les versions précédentes est éminente.</p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"\"></figure>\n<p><strong>Compatibilité des projets d'application Member</strong></p>\n<p>L'application IDEA StatiCa Member passe par un développement agile, en particulier l'architecture de stockage des données et l'interface utilisateur guidée. Sur cette base, il est évident que les projets créés dans les anciennes versions peuvent ne pas être ouverts correctement dans la version 20 ou que l'application peut ne pas les ouvrir. Veuillez en tenir compte et excuser IDEA StatiCa pour la gêne occasionnée.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.0</a> et <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changements dans la version 10.1 et antérieures</h3>\n<p>L'une des raisons de la nouvelle interface graphique est que beaucoup d'ingénieurs disaient : «&nbsp;IDEA StatiCa Connection doit être plus à l'abri des erreurs&nbsp;». Ces «&nbsp;erreurs&nbsp;» sont généralement liées à :</p>\n<ul>\n  <li>La définition correcte&nbsp;de la <strong>longueur</strong> <strong>des éléments</strong> – dans le cas d'éléments extrêmement courts ou longs, cela peut avoir une influence considérable sur les résultats. Depuis la version 9, IDEA StatiCa Connection définit automatiquement une longueur appropriée pour tous les éléments.</li>\n  <li><strong>Soudures </strong>– la redistribution plastique des contraintes est de loin la méthode de conception la plus précise pour les soudures et a été introduite dans la version 7.1. Au cours de la version 8 – et pendant une période de transition – elle était la méthode par défaut et coexistait avec les autres méthodes d'évaluation. Depuis la version 9, cette méthode est la seule option disponible et les autres méthodes d'évaluation ont été supprimées afin d'éviter toute confusion parmi les utilisateurs, comme nous l'avons constaté par l'intermédiaire de notre service d'assistance. Cela permet de s'assurer que toutes les soudures du projet sont conçues en toute sécurité et qu'elles sont conformes à la norme.</li>\n</ul>\n<p>Nous avons mis en place plusieurs <strong>mécanismes de vérification</strong> pour IDEA StatiCa Connection depuis la version 9.0 – vérification automatique lorsque l'assemblage est modélisé d'une manière recommandée (vérification des singularités, longueurs des éléments, décalages...). Si l'assemblage n'est pas modélisé correctement, le calcul est interrompu ou un message d'erreur est affiché. Veuillez noter qu'en raison de toutes ces améliorations, l'ouverture de projets provenant de versions antérieures peut engendrer une géométrie de modèle différente qui peut nécessiter des modifications supplémentaires.</p>\n<p>Nous avons également amélioré le <strong>maillage </strong>des sections creuses – IDEA StatiCa Connection depuis la version 9.0 génère un maillage plus fin sur les éléments avec sections creuses, ce qui peut conduire à des résultats légèrement différents par rapport aux versions antérieures.</p>\n<p>Nous affichons l'avertissement de compatibilité à chaque ouverture d'un projet provenant des anciennes versions :</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"\"></figure>"
                                                                                  },
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                                                                                      {
                                                                                        "name": "Connection design",
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                                                                                      {
                                                                                        "name": "Member design",
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                                                                                      {
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                                                                                      {
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                                                                                      {
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                                                                                    "linkedItems": [
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                                                                                        "elements": {
                                                                                          "title": {
                                                                                            "name": "Main headline (H1)",
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                                                                                            "value": "Incidents résolus par les correctifs IDEA StatiCa"
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                                                                                          "preview_image": {
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                                                                                          "perex_content": {
                                                                                            "name": "Lead paragraph",
                                                                                            "type": "text",
                                                                                            "value": "Ici, vous pouvez trouver une liste des cas résolus soumis par nos clients. Ce n'est pas une liste complète, juste un résumé des problèmes/bogues majeurs qui ont été résolus. Nous espérons qu'il vous sera utile.\n"
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data-rel=\"link\" data-codename=\"rn__solved_incidents_22_1_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d0704db9_14ba_01ba_689b_38a0388645aa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n166f4ac8_8eac_01e6_bf8b_2f1e2b067627\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8600e943_db4a_018b_2be9_d800d34189a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bf725b77_bb94_0156_e917_18c1c00da809\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d7018308_7d81_0199_f616_0223ad3d9d12\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1b12be00_deda_01c6_a9de_743c9a44f0e7\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_22_0_0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n76a84e3c_4f6c_019c_0cd0_a343c0fdd96f\"></object>\n<h2>Version 21.1.8</h2>\n<p>Publiée 27 avril, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17d20cb1_a2ef_0121_e13d_cdd383715bd1\"></object>\n<h2>Version 21.1.7</h2>\n<p>Publiée&nbsp;5 janvier, 2023</p>\n<p>Actualisation des licences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8427ee28_6709_014a_59dc_20f917e59770\"></object>\n<h2>Version 21.1.6</h2>\n<p>Publiée le 6 mai, 2022</p>\n<p>Nous avons amélioré la manière de réserver et libérer les sièges de licence dans le pool de licences de votre entreprise. Les nouveaux dialogues rendent l'identification des sièges occupés/disponibles plus facile. Vous pouvez aussi facilement définir quand votre siège devrait retourner au pool. En lire plus de comment <a data-item-id=\"92fb3b9d-2841-414f-9631-7f2e4f9ea57a\" href=\"\">Réserver/libérer les sièges du pool de licences</a>.</p>\n<p>Conséquences des changements du système des licences</p>\n<ul>\n  <li>Seule la version 21.1.6 peut être démarrée au même temps que la version 22 sur le même ordinateur.</li>\n  <li>Si vous voulez démarrer une version antérieure (20, 20.1, 21.0, 21.1), il faut tout d'abord fermer la session dans IDEA StatiCa 21.1.6 ou ultérieure.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f3ae67b2_6af3_01b6_75bd_3e3084a5b94a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b61c0246_2a6f_0106_b3e6_09fcea5ece81\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d30927e_5eaf_0153_43e6_d7453034ebf6\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n12f07c7c_2720_01dd_3b3c_14a27129c4b8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n23bb2066_c1b3_0106_7d47_8115467f9998\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0e9c6f34_b6ca_0187_e98a_e2d086bec5a2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"rn__solved_incidents_21_1_0\"></object>"
                                                                                          },
                                                                                          "regions": {
                                                                                            "name": "Region",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "AMER",
                                                                                                "codename": "amer"
                                                                                              },
                                                                                              {
                                                                                                "name": "EMEA",
                                                                                                "codename": "emea"
                                                                                              },
                                                                                              {
                                                                                                "name": "APAC",
                                                                                                "codename": "apac"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "region"
                                                                                          },
                                                                                          "product_groups": {
                                                                                            "name": "Product group",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Steel",
                                                                                                "codename": "steel"
                                                                                              },
                                                                                              {
                                                                                                "name": "Concrete",
                                                                                                "codename": "concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Licensing",
                                                                                                "codename": "licensing"
                                                                                              },
                                                                                              {
                                                                                                "name": "Connection design",
                                                                                                "codename": "connection_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member design",
                                                                                                "codename": "member_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Reinforced concrete",
                                                                                                "codename": "reinforced_concrete"
                                                                                              },
                                                                                              {
                                                                                                "name": "Prestressed concrete",
                                                                                                "codename": "prestressed_concrete"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "product_group"
                                                                                          },
                                                                                          "support_center_article_types": {
                                                                                            "name": "Support center article",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Knowledge base",
                                                                                                "codename": "knowledgebase_article"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "support_center_article"
                                                                                          },
                                                                                          "expertise_levels": {
                                                                                            "name": "Expertise level",
                                                                                            "type": "taxonomy",
                                                                                            "value": [],
                                                                                            "taxonomyGroup": "expertise_level"
                                                                                          },
                                                                                          "labels": {
                                                                                            "name": "Labels",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Connection",
                                                                                                "codename": "connection"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 2D",
                                                                                                "codename": "detail"
                                                                                              },
                                                                                              {
                                                                                                "name": "Member",
                                                                                                "codename": "member"
                                                                                              },
                                                                                              {
                                                                                                "name": "Checkbot",
                                                                                                "codename": "checkbot"
                                                                                              },
                                                                                              {
                                                                                                "name": "Viewer",
                                                                                                "codename": "viewer"
                                                                                              },
                                                                                              {
                                                                                                "name": "RCS",
                                                                                                "codename": "rcs"
                                                                                              },
                                                                                              {
                                                                                                "name": "IDEA Open Model (API)",
                                                                                                "codename": "idea_open_model__api_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AISC (USA)",
                                                                                                "codename": "aisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "EN (Eurocode)",
                                                                                                "codename": "eurocode"
                                                                                              },
                                                                                              {
                                                                                                "name": "BIM link",
                                                                                                "codename": "bim_links"
                                                                                              },
                                                                                              {
                                                                                                "name": "Beam",
                                                                                                "codename": "beam"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.0",
                                                                                                "codename": "n23_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "v23.1",
                                                                                                "codename": "n23_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.0",
                                                                                                "codename": "n24_0"
                                                                                              },
                                                                                              {
                                                                                                "name": "Detail 3D",
                                                                                                "codename": "detail_3d"
                                                                                              },
                                                                                              {
                                                                                                "name": "ACI (USA)",
                                                                                                "codename": "aci__usa_"
                                                                                              },
                                                                                              {
                                                                                                "name": "AS (Australia)",
                                                                                                "codename": "au"
                                                                                              },
                                                                                              {
                                                                                                "name": "CSA (Canada)",
                                                                                                "codename": "cisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "IS (India)",
                                                                                                "codename": "is__india_"
                                                                                              },
                                                                                              {
                                                                                                "name": "GB (China)",
                                                                                                "codename": "gb__china_"
                                                                                              },
                                                                                              {
                                                                                                "name": "HKG (Hong Kong)",
                                                                                                "codename": "hkg__hong_kong_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SIA (Switzerland)",
                                                                                                "codename": "sia__switzerland_"
                                                                                              },
                                                                                              {
                                                                                                "name": "SP 16 (Russia)",
                                                                                                "codename": "sp_16__russia_"
                                                                                              },
                                                                                              {
                                                                                                "name": "v24.1",
                                                                                                "codename": "v24_1"
                                                                                              },
                                                                                              {
                                                                                                "name": "v25.0",
                                                                                                "codename": "v25_0"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "labels"
                                                                                          },
                                                                                          "linked_items": {
                                                                                            "name": "Linked items",
                                                                                            "type": "modular_content",
                                                                                            "value": [
                                                                                              "landing_page___downloads",
                                                                                              "plugins"
                                                                                            ],
                                                                                            "linkedItems": [
                                                                                              {
                                                                                                "elements": {
                                                                                                  "title": {
                                                                                                    "name": "Main headline (H1)",
                                                                                                    "type": "text",
                                                                                                    "value": "À télécharger"
                                                                                                  },
                                                                                                  "subtitle": {
                                                                                                    "name": "Subtitle",
                                                                                                    "type": "text",
                                                                                                    "value": "Configurations d'installations, plug-ins des tierces parties, licences"
                                                                                                  },
                                                                                                  "breadcrumbs_page_title": {
                                                                                                    "name": "Breadcrumbs page title",
                                                                                                    "type": "text",
                                                                                                    "value": ""
                                                                                                  },
                                                                                                  "breadcrumbs_parent": {
                                                                                                    "name": "Breadcrumbs parent",
                                                                                                    "type": "modular_content",
                                                                                                    "value": [],
                                                                                                    "linkedItems": []
                                                                                                  },
                                                                                                  "content": {
                                                                                                    "images": [],
                                                                                                    "linkedItemCodenames": [
                                                                                                      "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                      "f064ba16_9b5f_0122_df0f_5857eedd6aae",
                                                                                                      "untitled_content_item_ce63361",
                                                                                                      "test___collapsible_widget",
                                                                                                      "untitled_content_item_625f73c",
                                                                                                      "untitled_content_item_f3cd022"
                                                                                                    ],
                                                                                                    "linkedItems": [
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Version actuelle"
                                                                                                          },
                                                                                                          "styles": {
                                                                                                            "name": "Block style",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": [
                                                                                                              {
                                                                                                                "name": "default (single download block)",
                                                                                                                "codename": "single"
                                                                                                              }
                                                                                                            ]
                                                                                                          },
                                                                                                          "content_top": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Description before",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "download_blocks": {
                                                                                                            "name": "Download blocks",
                                                                                                            "type": "modular_content",
                                                                                                            "value": [
                                                                                                              "untitled_content_item_8de7457"
                                                                                                            ],
                                                                                                            "linkedItems": []
                                                                                                          },
                                                                                                          "content_bottom": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [
                                                                                                              {
                                                                                                                "codename": "n25_1_highlights",
                                                                                                                "linkId": "e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9",
                                                                                                                "urlSlug": "points-saillants-de-la-version-25-1-d-idea-statica",
                                                                                                                "type": "landing_page"
                                                                                                              },
                                                                                                              {
                                                                                                                "codename": "system_requirements_for_idea_statica",
                                                                                                                "linkId": "1a877e3a-ce1d-4127-8857-da4bcd33ee9c",
                                                                                                                "urlSlug": "system-requirements-for-idea-statica",
                                                                                                                "type": "support_center_article"
                                                                                                              }
                                                                                                            ],
                                                                                                            "name": "Description after",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p>Pour les utilisateurs de liens BIM pour l'application Beam, la version recommandée est <a href=\"https://download.ideastatica.com/previous/ideastatica_24.1.2.1520.msi\" title=\"24.1.2.1520\">24.1.2.1520</a>.</p>\n<p>Lisez les <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">notes de version</a> pour voir toutes les nouvelles fonctionnalités et améliorations.</p>\n<p>Veuillez noter les <a data-item-id=\"1a877e3a-ce1d-4127-8857-da4bcd33ee9c\" href=\"\">Exigences du système pour l'installation d'IDEA StatiCa</a>.&nbsp;</p>"
                                                                                                          },
                                                                                                          "visibleinregion": {
                                                                                                            "name": "VisibleInRegion",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "regions": {
                                                                                                            "name": "Region",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "region"
                                                                                                          },
                                                                                                          "translation__translation_connector": {
                                                                                                            "name": "Translation Connector",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "languages"
                                                                                                          },
                                                                                                          "translation__force_translation": {
                                                                                                            "name": "Force translation",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "translation__last_translation": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Last translation",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "translation__ai_translated": {
                                                                                                            "name": "AI translated",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          }
                                                                                                        },
                                                                                                        "system": {
                                                                                                          "codename": "c06bda94_49c6_0181_7830_dcf554ac861e",
                                                                                                          "collection": "default",
                                                                                                          "id": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "language": "fr-FR",
                                                                                                          "lastModified": "2025-12-05T15:35:12.7398361Z",
                                                                                                          "name": "c06bda94-49c6-0181-7830-dcf554ac861e",
                                                                                                          "sitemapLocations": [],
                                                                                                          "type": "widget_downloads_list",
                                                                                                          "workflowStep": null,
                                                                                                          "workflow": null
                                                                                                        }
                                                                                                      },
                                                                                                      {
                                                                                                        "elements": {
                                                                                                          "title": {
                                                                                                            "name": "Title",
                                                                                                            "type": "text",
                                                                                                            "value": "Versions précédentes"
                                                                                                          },
                                                                                                          "styles": {
                                                                                                            "name": "Block style",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": [
                                                                                                              {
                                                                                                                "name": "multiple download blocks",
                                                                                                                "codename": "multiple"
                                                                                                              }
                                                                                                            ]
                                                                                                          },
                                                                                                          "content_top": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Description before",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p>Téléchargez ici les versions précédentes, y compris les derniers correctifs.</p>\n<p>Si vous recherchez une autre version, soumettez un <a href=\"/Portal/Case\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">cas de support</a>.</p>"
                                                                                                          },
                                                                                                          "download_blocks": {
                                                                                                            "name": "Download blocks",
                                                                                                            "type": "modular_content",
                                                                                                            "value": [
                                                                                                              "test___download_block",
                                                                                                              "test___download_block_2",
                                                                                                              "download___idea_statica_older_version_b__copy__dad1ff5",
                                                                                                              "download___idea_statica_older_version_b__copy_"
                                                                                                            ],
                                                                                                            "linkedItems": []
                                                                                                          },
                                                                                                          "content_bottom": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Description after",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "visibleinregion": {
                                                                                                            "name": "VisibleInRegion",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "regions": {
                                                                                                            "name": "Region",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "region"
                                                                                                          },
                                                                                                          "translation__translation_connector": {
                                                                                                            "name": "Translation Connector",
                                                                                                            "type": "taxonomy",
                                                                                                            "value": [],
                                                                                                            "taxonomyGroup": "languages"
                                                                                                          },
                                                                                                          "translation__force_translation": {
                                                                                                            "name": "Force translation",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          },
                                                                                                          "translation__last_translation": {
                                                                                                            "images": [],
                                                                                                            "linkedItemCodenames": [],
                                                                                                            "linkedItems": [],
                                                                                                            "links": [],
                                                                                                            "name": "Last translation",
                                                                                                            "type": "rich_text",
                                                                                                            "value": "<p><br></p>"
                                                                                                          },
                                                                                                          "translation__ai_translated": {
                                                                                                            "name": "AI translated",
                                                                                                            "type": "multiple_choice",
                                                                                                            "value": []
                                                                                                          }
                                                                                                        },
                                                                                                        "system": {
                                                                                                          "codename": "f064ba16_9b5f_0122_df0f_5857eedd6aae",
                                                                                                          "collection": "default",
                                                                                                          "id": "f064ba16-9b5f-0122-df0f-5857eedd6aae",
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                                                            "value": "<h2>Points principaux de la version 24.1</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8ab1ba7b_43b7_0196_2c06_f17ee13c51f7\"></object>\n<h2>Conception en béton</h2>\n<ul>\n  <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail est vérifié</strong></a> et prêt pour la conception des <strong>ancrages en 3D </strong>considérant le <strong>ferraillage réel</strong>, ce qui résout le problème des tiges près de bords de béton.</li>\n  <li>La nouvelle analyse de <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>déversement</strong></a> dans l'application <strong>Beam</strong> et des <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>combinaisons ELS</strong></a> dans Detail <strong>pour la conception des éléments préfabriqués</strong>.</li>\n  <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Modèles pour 2D Detail</strong></a>&nbsp;prêts à utiliser vous aident à démarrer avec le processus de modélisation en quelques secondes.</li>\n</ul>\n<h2>Conception d'assemblages en acier</h2>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Modèles paramétriques</strong></a><strong> </strong>pour des assemblages en acier typiques ou répétitifs. La série IDEA comprend 50 modèles et vous pouvez en créer d'autres vous-même.</li>\n  <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\"><strong>Accélération de l'application Connection</strong></a> avec le démarrage plus court, réponses plus rapides dans le menu Backstage et <strong>optimisation </strong>de la présentation des résultats et <strong>de l'usage de mémoire </strong>pour les grands projets.</li>\n  <li><strong>Améliorations de l'interface utilisateur - </strong><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion d'élément du projet et matériau</a><strong>, </strong><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">outil de mesure</a>, <a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">sélection/édition multiple</a> et <a data-item-id=\"d0b73776-87a3-52b5-8aca-6fae3f08b94e\" href=\"\">importation des platines de DXF</a>.</li>\n  <li><strong>Améliorations d'Eurocode </strong>comprennent la <a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">sélection de norme automatique entre 1993-1-8 et 1992-4</a>. <strong>Canada et Australie</strong> peuvent profiter de l'offre des <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#PJP-welds-for-CSA-and-AS\">soudures à pénétration partielle</a>, <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Update-of-cross-section-and-material-databases\">base de données des formes actualisée de AISC v16.0</a> et <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#material-defaults-aisc-as\">paramétrage des matériaux par défaut</a>.</li>\n  <li>Les<strong> </strong><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\"><strong>capacités de Viewer</strong></a><strong> </strong>ont été renforcées pour la coopération en équipe par le partage des modèles avec les <strong>liens URL </strong>et <strong>gestion des liens. </strong>On a ajouté<strong> </strong>des <a href=\"https://www.ideastatica.com/support-center/the-ui-of-the-idea-statica-viewer-tool#The-right-Property-panel\">informations de modèle supplémentaires</a> - types et tailles de soudures, type de modèle, axes d'articulation, coordonnées spatiales des assemblages.</li>\n  <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Bibliothèque des assemblages</strong></a><strong> </strong>propose des conceptions précisément pour des modèles spécifiques dans le Viewer.</li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n  <li>Le <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\"><strong>plug-in Hilti PROFIS</strong></a> permet aux 200k+ utilisateurs actuels de Hilti d'exporter des charges, matériaux et sections depuis leur application MEF vers Hilti PROFIS Engineering via Checkbot.</li>\n  <li>Conceptions des assemblages sont applicables aux <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\"><strong>groupes de nœuds dans Checkbot</strong></a>&nbsp;créés automatiquement selon la géométrie et section transversale ou définis par l'utilisateur.&nbsp;</li>\n  <li>La <a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>vitesse de l'application a augmenté</strong></a><strong> </strong>par 60% et elle ouvre des projets avec jusqu'à 1000&nbsp;nœuds en quelques secondes.</li>\n  <li>Capacités d'exportation agrandies par l'<a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\"><strong>exportation IFC</strong></a><strong> </strong>pour des fichiers simples ou à plusieurs assemblages.</li>\n  <li>Vérifiez la compatibilité de votre logiciel dans la liste des <a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\"><strong>versions autorisées dans 24.1</strong></a><strong>.</strong></li>\n</ul>\n<h2>Usage et licences</h2>\n<ul>\n  <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\"><strong>Nouveau paramétrage de projet</strong></a> avec exportation et partage et la possibilité d'adapter aux annexes nationales.</li>\n  <li>Type de licence <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Authentification unique (SSO)</strong></a> est disponible pour tous les clients Enterprise.</li>\n  <li>Les administrateurs de licence peuvent regarder les<strong> </strong><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\"><strong>rapports mensuels d'usage</strong></a><strong> </strong>des applications IDEA StatiCa.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e43d5746_5275_01bb_848f_37021cb2508a\"></object>"
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                                                            "value": "<p>L'ancrage dans un bloc de béton simple peut être modélisé et vérifié dans IDEA StatiCa Connection. Parfois, il peut être utile ou nécessaire d'ajouter du ferraillage au bloc de béton. Bien que cette capacité ne soit pas disponible dans l'application Connection, nous avons 3D Detail. 3D Detail se concentre sur la résolution des ancrages dans les blocs de béton et sur l'analyse des éléments d'ancrage et du bloc de béton lui-même. De plus, un lien direct est mis en place entre les applications Connection et Detail pour simplifier le processus.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Les utilisateurs de Connection qui conçoivent des <strong>ancrages selon l'Eurocode</strong> peuvent <strong>importer leur modèle de Connection vers l'application avancée 3D Detail en cliquant sur un seul bouton</strong>.</p>\n<h3>Comment ça fonctionne ?</h3>\n<ul>\n  <li>L'importation n'est autorisée que pour les ancrages. S'il n'y a pas de bloc de béton dans le modèle Connection, l'exportation vers Detail est désactivée («&nbsp;Vérification de béton armé&nbsp;»).</li>\n  <li>Il faut calculer le modèle dans Connection. Si les résultats ne sont pas disponibles, l'icône d'exportation («&nbsp;Vérification de béton armé&nbsp;») est désactivée.</li>\n  <li>Un seul bloc de béton est autorisé pour l'importation/exportation.</li>\n</ul>\n<p>Pour une liste complète des limitations et des explications complémentaires, voir l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail.</a></p>\n<h3>L'attache est importée, y compris</h3>\n<ul>\n  <li>Bloc de béton</li>\n  <li>Tiges</li>\n  <li>Pied de poteau</li>\n  <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection :</p>\n<ul>\n  <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n  <li>Matériau</li>\n  <li>Type d'ancrage : <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">par adhérence</a> / encastré</li>\n  <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n  <li>Coefficient de frottement</li>\n</ul>\n<h3>Comment exporter l'ancrage de Connection vers Detail</h3>\n<p>Tout d'abord, créez un modèle d'ancrage dans Connection selon l'Eurocode et cliquez sur le bouton Calculer.</p>\n<p>Lorsque les résultats existent, l'exportation des semelles est activée. En cliquant sur le bouton «&nbsp;<strong>Vérification de béton armé</strong>&nbsp;» au ruban, une boîte de dialogue demandant l'emplacement et le nom du fichier Detail nouvellement créé apparaît.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>Après une exportation réussie, le projet dans Detail est créé. La géométrie du bloc de béton et du pied de poteau, la position et les attributs des tiges et la charge sont automatiquement transférées vers Detail. L'appui superficiel situé sur la surface inférieure du bloc de béton est automatiquement créé.</p>\n<p>La partie la plus délicate de ce processus est l'importation de la charge. Pour chaque effet de charge calculé dans Connection, le cas de charge et la combinaison ELU correspondants&nbsp;sont automatiquement créés dans Detail.</p>\n<ul>\n  <li>Le pied de poteau est chargé par des <strong>efforts dans les soudures</strong> qui sont modélisés comme un <strong>groupe d'efforts. </strong>Pour le chargement du pied de poteau lui-même, le chargement importé est représenté par un groupe d'efforts selon les contraintes dans les soudures entre le pied de poteau et les éléments en acier dans le modèle Connection.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n  <li>Les tiges sont modélisées et chargées indépendamment du pied de poteau et elles sont chargées axialement par des charges ponctuelles. Le chargement des tiges est représenté dans la scène par deux flèches dans les directions opposées. Une flèche représente l'effort de traction agissant uniquement sur la partie supérieure de la tige. L'autre représente l'effort de compression agissant sur le pied de poteau.</li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>La case à cocher «&nbsp;Transfert des efforts axiaux&nbsp;» est décochée par défaut parce que les tiges sont chargées par les efforts directement.</p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n  <li>Le cisaillement est transféré selon le paramétrage dans Connection par l'une des options suivantes – tiges, bêches ou frottement. Si l'effort de cisaillement est transféré par des tiges, vous pouvez désactiver des tiges spécifiques en décochant la case «&nbsp;Transfert de cisaillement&nbsp;». Si le frottement ou les bêches sont sélectionnées, le cisaillement dans les tiges n'est jamais pris en compte dans le modèle.</li>\n</ul>\n<p>Il ne reste qu'à ajouter le ferraillage et calculer le modèle.</p>\n<p>Vous trouverez plus d'informations générales sur Detail comme solution pour votre ancrage dans l'article <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail hors de Bêta</a>.</p>\n<p><em>Note : Les vérifications de norme dans 3D Detail ne sont disponibles actuellement que pour l'Eurocode (EN).</em></p>\n<p>Publié dans IDEA StatiCa version 24.1.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                    "value": "<p>En pratique, l'<strong>analogie des fermes (S&amp;T)</strong> et des méthodes des <strong>champs de contrainte</strong> sont couramment utilisées pour concevoir les régions de discontinuité dans les structures en béton armé et précontraint. La <strong>méthode des champs de contrainte compatibles (CSFM)</strong> a été développée en étendant ces théories classiques, ce qui permet un haut degré d'automatisation et est cohérent avec la norme de conception. Malgré sa simplicité, la méthode fournit une description très réaliste de la réaction d'une structure en béton à la fois dans l'état limite ultime (ELU) et état limite de service (ELS). La CSFM est mise en œuvre dans <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">IDEA StatiCa Detail</a>.</p>\n<figure data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fd8d041-20d1-40a8-9a71-eb9cdce27155/7.png\" data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" alt=\"\"></figure>\n<p><em>Image 1 a) Voile avec ouvertures b) Voile de cisaillement c) Poutre avec extrémités réduites et ouvertures d) Pile de pont e) Diaphragme de pont</em></p>\n<p>Les procédures standard de conception des sections transversales des structures en béton peuvent être utilisées dans les zones où l'hypothèse de Navier-Bernoulli de distribution des déformations au plan s'applique (région B). Les endroits où cette hypothèse ne s'applique pas sont appelés <strong>régions de discontinuité (régions D)</strong>. Il s'agit des parties des structures où apparaissent des charges concentrées ou où il y a un changement soudain de la section transversale tel qu'extrémités réduites (Image 1c), poutres voiles, voiles avec des ouvertures (Image 1a, 1b), consoles ou têtes de pieux. Dans le domaine de l'ingénierie des ponts, il s'agit par exemple des têtes de piliers (Image 1d), diaphragmes (Image 1e), déviateurs, etc.</p>\n<h2>1. Analogie des fermes</h2>\n<p>L'hypothèse de base lors de la définition d'un modèle d'analogie des fermes est que la résistance à la traction du béton est négligée. Une simple analogie des fermes consiste en des éléments agissant en compression et en traction, représentant le comportement ELU. En général, il ne s'agit pas d'un problème complexe et la définition d'une analogie des fermes de base (Image 2a) ne devrait pas poser de problème à un ingénieur expérimenté. Cependant, même pour cette tâche élémentaire, l'évaluation correcte du modèle conformément à la norme de conception peut être un processus fastidieux, manuel et itératif.</p>\n<figure data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aecb55f-dac0-47db-a25c-48082e5e70c4/Untitled%20design.png\" data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" alt=\"\"></figure>\n<p><em>Image 2 a) Analogie des fermes, option 1 b) Analogie des fermes, option 2 c) Analogie des fermes, option 3</em></p>\n<p>Il faut évaluer les tiges, zones nodales et déformations transversales&nbsp;en traction dans les entretoises. Si le modèle ne satisfait pas la vérification, il faut ajuster la géométrie de l'analogie ou en créer une autre (Image 2b, 2c). Cela conduit souvent les ingénieurs en structure à ne choisir la géométrie de l'analogie des fermes qu'une seule fois&nbsp;et à n'évaluer que le ferraillage, ce qui peut causer une erreur substantielle. Cela peut conduire à une erreur substantielle. Le choix du modèle est toujours une question d'expérience. Pour des détails structurels plus complexes, le choix d'une analogie des fermes qui correspondra suffisamment au comportement réel de la structure peut ne pas être aussi facile que dans le cas ci-dessus. Par ailleurs, l'analogie des fermes ne permet de concevoir que des états limites ultimes. Elle ne permet pas la conception des <strong>états limites de service (déformation, fissuration)</strong> qui sont des critères critiques, en particulier dans les structures d'importance significative, car ils ont un impact direct sur la durée de vie de la structure.</p>\n<h2>2. Méthode des champs de contrainte compatibles – CSFM</h2>\n<p>La CSFM est une <strong>méthode non linéaire</strong> moderne pour l'analyse des régions D et des éléments dont le comportement peut être simplifié à une contrainte au plan, c'est-à-dire un modèle 2D. Cependant, elle repose toujours sur une hypothèse fondamentale et sûre des normes : <strong>le béton n'agit pas en traction</strong> et toute traction doit être transférée par le ferraillage. La méthode des champs de contrainte compatibles (CSFM) est une évolution des méthodes d'analogie des fermes et des champs de contrainte, supprimant leurs principaux inconvénients mentionnés ci-dessus : incertitudes dans la sélection du modèle, difficulté d'automatisation et incapacité à évaluer les états limites de service.</p>\n<figure data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e760312-8401-44c8-aae1-020b514876fb/2.png\" data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" alt=\"\"></figure>\n<p><em>Image 3 a) Déformation simple b) Contrainte principale c) CSFM</em></p>\n<p>Le principe de la CSFM peut être expliqué sur la <strong>contrainte simple </strong>de l'élément de base au plan d'une structure en béton armé. La figure 3a montre l'élément 2D de base en contrainte simple tel que nous le connaissons de tous les manuels sur l'élasticité et la résistance. Il s'agit de la contrainte en un point de la structure, obtenue par exemple par une analyse d'élasticité linéaire à l'aide de la méthode des éléments finis (MEF). L'élément est soumis à une contrainte normale horizontale σ<sub>x</sub>, une contrainte normale verticale σ<sub>z</sub> et une contrainte de cisaillement τ<sub>xz</sub>. À partir de ces contraintes, on peut déterminer les<strong> contraintes</strong> <strong>principales</strong> et leur direction définie par l'angle θ (Image 3b). L'élément est alors soumis à la contrainte de traction principale σ<sub>1</sub> et à la contrainte de compression principale σ<sub>2</sub>.</p>\n<p>Comment sera la déformation du même élément analysé par CSFM ? La déformation est illustrée à l'image 3c. Le béton en compression apparaît dans la direction de la contrainte de compression principale σ<sub>2</sub>. Un champ de contrainte avec une contrainte σ<sub>c2</sub> est généré. Comme mentionné ci-dessus, l'hypothèse de base est que le béton n'agit pas en traction. Par conséquent, la contrainte de traction principale transversale σ<sub>1</sub> ne sera pas transférée par le béton et une fissure apparaîtra perpendiculairement à cette direction. La contrainte σ<sub>c1r</sub> doit donc être zéro. Pour éviter la rupture de notre élément 2D, toutes les contraintes de traction doivent être transférées par le ferraillage (en bleu sur l'image 3c), qui doit faire partie du modèle de calcul.</p>\n<p>Si cette analyse de contrainte est effectuée à l'aide de CSFM de<strong> manière continue sur l'ensemble de la région 2D</strong> à résoudre, le résultat est un champ de compression continu dans le béton ainsi que les contraintes de traction et de compression dans le ferraillage. L'image 4 est une représentation graphique simplifiée du champ de contrainte CSFM. Outre les taux d'utilisation de béton et ferraillage, l'image indique également les directions variables des contraintes calculées σ<sub>c2</sub> le long des régions.</p>\n<figure data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc56c80f-67f3-481d-a2c8-26dacc258bb2/csfm%20explained%20%281%29.png\" data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" alt=\"\"></figure>\n<p><em>Image 4 Résultats globaux de IDEA StatiCa Detail</em></p>\n<p>L'analyse d'un détail ou d'une structure à l'aide de <strong>CSFM est basée sur la méthode des éléments finis</strong>. Le béton est modélisé avec des éléments de voile 2D et le ferraillage avec des éléments 1D (Image 7). L'analyse n'est pas effectuée en une seule étape puisqu'il s'agit d'un problème non linéaire. Les charges sont appliquées par incréments au cours du calcul et la solution du système d'équations non linéaires est trouvée à l'aide de la <strong>méthode de Newton-Raphson</strong>.</p>\n<p>Les fissures fictives (ε<sub>1</sub> étant la valeur moyenne) sont «&nbsp;formées&nbsp;» perpendiculairement à la direction des contraintes principales qui peut changer au cours du calcul non linéaire car l'élément «&nbsp;est fissuré progressivement&nbsp;» à chaque incrément de charge. En résumé, on considère une fissure rotative fictive sans contrainte.</p>\n<p>Le résultat de la solution MEF utilisant CSFM est un champ de contrainte compatible (c'est-à-dire que le béton ne se décompose pas en éléments individuels agissant indépendamment dans le modèle) et l'état de déformation qui sont continus dans l'ensemble du domaine 2D en cours de résolution. Il s'agit d'un avantage majeur par rapport aux approches classiques d'analogie des fermes qui permet d'automatiser et affiner le modèle de calcul comme décrit dans les paragraphes suivants.</p>\n<figure data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40e41bf7-4a81-4245-bd1b-843963c104e8/3.png\" data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" alt=\"\"></figure>\n<p><em>Image 5 Principe du ramollissement du béton</em></p>\n<p>La formulation simple de CSFM permet d'utiliser le diagramme standard de contrainte-déformation uniaxial parabolique-rectangulaire pour le béton en compression conformément à la norme. Comme on le sait, la résistance à la compression du béton diminue lorsque le béton est endommagé par des fissures transversales (Image 5). Cet effet dit <strong>ramollissement par compression </strong>est inclus dans la méthode en prenant automatiquement en compte la résistance effective à la compression du béton.</p>\n<p>Le coefficient de réduction k<sub>c</sub> est déterminé en fonction du niveau des déformations transversales par traction ε<sub>1</sub> et le diagramme de contrainte-déformation du béton est ajusté (Image 5). Puisqu'on connait le champ des déformations dans l'ensemble de la structure, la résistance effective à la compression du béton peut être calculée automatiquement dans les sections individuelles selon le niveau local des déformations transversales par traction ε<sub>1</sub>.</p>\n<figure data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51628156-5014-4501-8f28-9f3b93783840/1.png\" data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" alt=\"\"></figure>\n<p><em>Image 6 Principe de raidissement par traction</em></p>\n<p>En outre, CSFM prend en compte l'<strong>effet de raidissement</strong> du béton en traction entre les fissures sur le ferraillage, appelé raidissement par traction. Dans le modèle de calcul, le degré de ferraillage moyen ε<sub>m</sub> est utilisé. Le diagramme de contrainte-déformation du ferraillage est alors modifié (Image 6). Cela permet une représentation réaliste de la rigidité de la structure en béton armé endommagée par des fissures. Cependant, il est toujours vrai que la résistance à la traction du béton ne contribue pas à la capacité ultime. La contrainte maximale dans le ferraillage σ<sub>sr</sub> dans les fissures est essentielle pour la conception (Image 6).</p>\n<p>CSFM utilise des modèles de matériaux uniaxiaux communs (diagrammes de contrainte-déformation) définis dans les <strong>normes de conception</strong>. L'approche standard, la méthode des coefficients partiels de sécurité, est ensuite utilisée pour évaluer l'ELU. La simplicité de la méthode la rend adaptée à la pratique de l'ingénierie et est cohérente avec les normes de conception.</p>\n<p>Même s'il s'agit d'une analyse MEF non linéaire, l'ingénieur en structure n'a pas besoin de saisir des attributs supplémentaires des matériaux et des caractéristiques du béton au calcul qui peuvent même ne pas être disponibles lors de la conception et qui sont nécessaires, par exemple, pour les analyses MEF non linéaires basées sur la mécanique de la rupture. Comme indiqué précédemment, l'un des principaux avantages de l'analyse CSFM, outre les états limites ultimes, est la capacité d'évaluer les <strong>états limites de service : flèche, limites de contrainte et, en particulier, ouverture des fissures</strong>.</p>\n<figure data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8fd3f66a-63b9-4aba-bb10-9e12889ed7d4/Finite%20element%20model.png\" data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" alt=\"\"></figure>\n<p><em>Image 7 Exemple de représentation d'un modèle d'éléments finis dans IDEA StatiCa Detail</em></p>\n<p>(Image 7) Le modèle MEF dans CSFM est composé de plusieurs types d'éléments finis :</p>\n<ul>\n  <li>Élément 1D avec rigidité axiale pour le ferraillage</li>\n  <li>Élément 2D isoparamétrique pour le béton</li>\n  <li>Ressorts pour le modèle d'ancrage du ferraillage avec extrémité traitée</li>\n  <li>Élément 2D spécial pour modéliser la cohésion entre le ferraillage et le béton</li>\n  <li>Contraintes rigides et interpolantes (contraintes multipoints, MPC) entre les éléments de cohésion et le béton</li>\n</ul>\n<p>Si le ferraillage conçu empêche la rupture fragile de l'élément, il a été démontré que la méthode CSFM donne de très bonnes prédictions de la réponse et de la capacité ultime de la structure malgré la simplicité de la formulation. Autrement dit, la méthode n'est pas adaptée, par exemple, à la conception de poutres sans ferraillage de cisaillement transversal qui présentent un potentiel de comportement fragile. Les <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">vérifications</a> de la méthode, y compris des expériences, sont données dans [1]. Une description plus détaillée de la méthode dépasse le cadre du présent document et peut également être trouvée dans la <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Base théorique</a>.</p>\n<p>Il est clair que les principes de la méthode CSFM sont généraux et son application n'est donc pas limitée aux régions de discontinuité, mais peut être utilisée pour modéliser des éléments entiers, par exemple des poutrelles préfabriquées, et lorsque l'élément peut être simplifié en un modèle 2D au plan. La méthode et sa mise en œuvre dans le logiciel (IDEA StatiCa Detail) ont également été développées avec la possibilité de saisir le <strong>ferraillage précontraint et post-contraint</strong>.</p>\n<h2>3. Exemple de conception d'une tête de pilier</h2>\n<p>L'application pratique de CSFM est illustrée par la conception de tête de pilier de pont à l'image 8. Il s'agit du deuxième pilier d'un pont continu avec trois travées de 30,0 m, 42,0 m et 30,0 m. La tête du pilier en béton armé est conçue en béton C40/50 et son épaisseur (dans la direction longitudinale du pont) est 2,0 m.</p>\n<figure data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7bd9ebbf-5d30-448a-93e2-c89641d05677/4.png\" data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" alt=\"\"></figure>\n<p><em>Image 8 Tête de pilier : a) Conception sommaire ; b) Contrainte de compression dans le béton en ELU ; c) Contrainte de traction dans le ferraillage en ELU ; d) Ouverture des fissures en ELS</em></p>\n<p>Au sommet de la tête de pilier, une poutre transversale avec le ferraillage B500 20xϕ28+20xϕ25 – les quatre couches supérieures – a été conçue tout d'abord. L'image 8a montre une conception sommaire à l'état limite ultime, indiquant les contraintes de compression dans le béton, les directions des contraintes de compression et les contraintes dans le ferraillage. La distribution plus détaillée des contraintes dans le béton et ferraillage est ensuite documentée dans les images 8b et 8c. Le ferraillage transversal se trouve juste en dessous de la limite d'élasticité et les contraintes dans le béton (et les déformations relatives) sont satisfaisantes à l'ELU. Cependant, le résultat du calcul de l'ouverture des fissures (image 8d) montre que la conception ne satisfait pas à l'<strong>ELS&nbsp;</strong>: w<sub>max</sub> = 0,36 mm &gt; w<sub>lim</sub> = 0,3 mm. <strong>Pour respecter l'ouverture des fissures limite, il est nécessaire d'augmenter le ferraillage </strong>de la poutre transversale à 20xϕ32+20xϕ28. Dans le cas de w<sub>lim</sub> = 0,2 mm (par exemple pour un pilier près d'une route générant une projection des sels, niveau d'influence environnementale XF2), le ferraillage de la poutre transversale devrait être augmentée encore plus à 24xϕ32+24xϕ28.</p>\n<h2>Conclusion</h2>\n<p>CSFM convient à la pratique de l'ingénierie parce que la méthode utilise des <strong>modèles de matériaux simples définis dans la norme de conception</strong>. En plus des états limites ultimes, elle permet également de concevoir les états limites de service dont l'évaluation était auparavant difficile à imaginer en utilisant l'analogie des fermes. En introduisant la méthode dans <strong>IDEA StatiCa Detail</strong>, il est alors possible de capturer de manière réaliste la réponse de la structure et de concevoir et évaluer les régions de discontinuité et les assemblages plus importants de manière efficace et sûre.</p>\n<p>La CSFM a été développée principalement grâce au travail du professeur Walter Kaufmann, directeur de l'ingénierie structurelle de l'École polytechnique fédérale de Zurich (EPFZ). Lui et son équipe ont également <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">vérifié la méthode et sa mise en œuvre logicielle</a>.</p>\n<h2>Littérature</h2>\n<p>[1] KAUFMANN, Walter, et al : Compatible stress field design of structural concrete, ETH Zurich, 2020, ISBN 978-3-906916-95-8,</p>\n<p>[2] KAUFMANN, W., MARTI, P. : Structural Concrete : Cracked Membrane Model. Journal of Structural Engineering 124 (12) : 1467-75, 1998 https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467)</p>\n<p>[3] KRAUS, M., M. WEBER, W. KAUFMANN, W, BOBEK, L. : Numerical analysis of experimentally tested frame corners with opening moments using the Compatible Stress Field Method (CSFM). In : Computational Modelling of Concrete and Concrete Structures, pp. 694-03. CRC Press, 2022 <a href=\"https://doi.org/10.1201/9781003316404\">https://doi.org/10.1201/9781003316404</a></p>\n<h2>Auteur de l'article</h2>\n<p>Ing. Pavel Kaláb, PhD.</p>\n<p>IDEA StatiCa s.r.o.</p>"
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                                                                    "value": "<p>Dans IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, les utilisateurs ont la possibilité de créer des modèles d'assemblage en utilisant des paramètres (relations définies entre des entités individuelles). La conception paramétrique permet aux utilisateurs de concevoir des assemblages standardisées de manière efficace - <strong>lisez comment travailler avec les paramètres</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">dans cet article.</a></p>\n<p>L'intégration de <strong>modèles paramétriques</strong> dans <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offre une approche transformationnelle des flux de travail des concepteurs d'assemblage. <strong>Elle permet aux utilisateurs de créer et d'utiliser une collection universelle de modèles qui peuvent être facilement personnalisés et déployés dans différents contextes de conception.</strong></p>\n<h2>Comment cela fonctionne-t-il ?</h2>\n<p>L'utilisateur peut télécharger lassemblage créé vers son entreprise ou son ensemble personnel, comme pour n'importe quelle conception, et il peut même le faire <strong>avec les paramètres définis</strong>. Une fois que la même géométrie est présente dans le projet et que la solution peut être répétée, l'utilisateur peut appliquer cette conception préparée à l'avance (modèle) avec tous les paramètres.</p>\n<figure data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0a53fd0-929f-4053-9c8c-37b522604485/parametric_template_3.png\" data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" alt=\"\"></figure>\n<p>En outre, après avoir proposé le modèle, il est possible de <strong>modifier les paramètres directement</strong> <strong>dans la fenêtre de conception principale</strong> et il n'est pas nécessaire de passer en mode développeur. Cet environnement convivial permet aux utilisateurs moins expérimentés de travailler avec des paramètres prédéfinis en toute sécurité selon les préréglages des concepteurs seniors.</p>\n<figure data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21f4f5f7-4808-4e52-ad70-4c7446950a47/parametric_template_5.png\" data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" alt=\"\"></figure>\n<p>L'optimisation ultérieure est très simple, car il est possible d'éviter de modifier chaque entité une par une lors de l'utilisation des opérations.</p>\n<p>En modifiant un paramètre, <strong>plusieurs étapes</strong> peuvent être réalisées en même temps. Par exemple, lorsque l'on modifie la largeur de l'élargisseur, ce n'est pas seulement l'élargisseur lui-même qui est affecté, mais aussi toutes les soudures associées et l'emplacement du raidisseur :</p>\n<figure data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a920b12e-d9f6-4545-9616-2b4e45b7c256/parametric_template_4.png\" data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" alt=\"\"></figure>\n<p>Les modifications verrouillées dans la liste des propriétés de certaines opérations de fabrication sont désactivées dans de tels cas. Cependant, si l'utilisateur le souhaite, il peut casser les paramètres à l'aide du bouton<strong>\"exploser</strong>\" et continuer à modifier les opérations.</p>\n<p>Les modèles auxquels les paramètres sont liés sont marqués d'un {p} minuscule. Plusieurs modèles paramétriques ont déjà été préparés et mis à disposition dans le <strong>jeu de modèles prédéfinis par l'équipe IDEA StatiCa</strong>.</p>\n<figure data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f541105-3c13-4356-9547-4495dfdbfdce/parametric_template_1.png\" data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" alt=\"\"></figure>\n<h2>Quels sont les avantages des modèles paramétriques ?</h2>\n<ul>\n  <li><strong>Modèles universels</strong>: Les concepteurs peuvent accéder à une large collection de modèles paramétriques à partir de Connection Library. Ces modèles sont conçus pour être universellement applicables et constituent une base solide pour un large éventail de projets.</li>\n  <li><strong>Personnalisation paramétrique</strong>: Grâce à l'onglet Développeur, les utilisateurs peuvent définir des paramètres spécifiques pour chaque modèle, ce qui permet un haut degré de personnalisation et de flexibilité dans la conception.</li>\n  <li><strong>Identification des modèles</strong>: Les modèles paramétriques sont facilement identifiables par le symbole {p}, ce qui permet aux utilisateurs de les reconnaître et de les sélectionner rapidement pour leurs projets.</li>\n  <li><strong>Filtrage amélioré de la bibliothèque</strong>: Le filtre de la fenêtre de proposition de Connection Library permet aux utilisateurs de trouver efficacement des modèles paramétriques parmi l'offre étendue de la bibliothèque.</li>\n  <li><strong>Contrôle de la publication</strong>: Lorsqu'un assemblage contient des paramètres, les concepteurs ont la possibilité de publier ces modèles paramétriques dans Connection Library. Cette fonctionnalité permet de partager des modèles personnalisés avec l'ensemble de la communauté des utilisateurs ou de les garder confidentiels pour un usage individuel ou interne.</li>\n</ul>\n<h2>Impact sur le flux de travail</h2>\n<p>L'inclusion de modèles paramétriques dans Connection Library représente une avancée significative dans le processus de conception pour les concepteurs d'assemblage. Cette fonctionnalité simplifie le processus de conception en fournissant :</p>\n<ul>\n  <li><strong>Efficacité</strong>: L'utilisation de modèles accélère la phase de conception, ce qui permet des itérations et des modifications plus rapides.</li>\n  <li><strong>Cohérence</strong>: Les modèles paramétriques garantissent la cohérence de la conception d'un projet à l'autre, ce qui est essentiel pour maintenir les normes et la qualité.</li>\n  <li><strong>Collaboration</strong>: La possibilité de partager des modèles personnalisés améliore la collaboration entre les équipes et avec l'ensemble de la communauté des concepteurs.</li>\n  <li><strong>Personnalisation</strong>: Les concepteurs peuvent adapter les modèles aux exigences spécifiques d'un projet, ce qui améliore la précision et l'efficacité de la conception.</li>\n</ul>\n<p><em>Disponible dans le </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>patch 23.1.5 d'IDEA StatiCa</em></a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n698fc8a8_25b1_016d_9bfc_52f86a474d95\"></object>\n<h2>Jeux de contrôle par défaut dans les opérations</h2>\n<p>La conception d'un assemblage par paramètres consiste à définir des paramètres uniques spécifiques à chaque type d'assemblage d'une part. D'autre part, il y a des paramètres qui sont utilisés presque toujours en raison des pratiques d'ingénierie courantes, telles qu'un ensemble de soudures, de fixations et de matériaux.</p>\n<p>Pour simplifier la création de modèles paramétriques et accéder à ces paramètres à tout moment, nous incluons ces contrôles en tant qu'ensembles par défaut dans la racine de l'opération.</p>\n<p>Lorsque vous sélectionnez Opérations, les paramètres suivants sont disponibles par défaut :</p>\n<ul>\n  <li>Réglage de la soudure : <strong>Méthode de dimensionnement</strong> et <strong>matériau de</strong> la soudure (24.0.5)</li>\n  <li>Paramètres du boulon : <strong>Type</strong>, <strong>plan de cisaillement dans le filetage</strong> et <strong>transfert de l'effort de cisaillement</strong> (24.1.0)</li>\n  <li>Paramétrage&nbsp;des platines: <strong>Matériau </strong>(24.1.0)</li>\n</ul>\n<figure data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23570977-6342-4a3e-adc8-2563c3e0028f/common%20properties%201.png\" data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" alt=\"\"></figure>\n<p>Ces commandes définissent la propriété spécifique pour l'ensemble du modèle d'assemblage à toutes les opérations et sont affichées dans la racine des opérations par défaut. Ils ne modifient pas les propriétés des éléments de structure, mais uniquement les opérations de fabrication.</p>\n<p>Si l'une des propriétés liées au contrôle <strong>est utilisée dans un paramètre</strong> du modèle paramétrique, le contrôle est automatiquement désactivé. Ce comportement permet d'éviter d'influencer la même propriété à partir de deux endroits et, par conséquent, de gâcher les détails de l'assemblage par des boucles dans les paramètres.</p>\n<p>En outre, ces contrôles sont également affichés sans modèle paramétrique, ce qui permet d'effectuer des modifications rapides et d'unifier les propriétés de n'importe quel modèle d'assemblage.</p>\n<h2>Quels sont les avantages ?</h2>\n<ul>\n  <li>Pour l'<strong>utilisateur du modèle paramétrique</strong> (par exemple, l'utilisateur junior), toutes les opérations sont désactivées (en lecture seule). Cependant, la <strong>modification du matériau, de la classe de boulons ou du matériau de la platine</strong> reste une action couramment attendue. Toutefois, si un seul paramètre manque dans le modèle paramétrique, celui-ci devient inutilisable. Les propriétés communes telles que les soudures, les boulons et les matériaux peuvent désormais être contrôlées dans chaque modèle paramétrique à l'aide des commandes par défaut affichées sous les paramètres.</li>\n  <li>L'ajout de ces contrôles <strong>simplifie le travail du créateur du modèle</strong> (par exemple, l'utilisateur principal) <strong>lors de la préparation des modèles paramétriques</strong>. Désormais, il n'est plus nécessaire de créer manuellement des paramètres spéciaux pour modifier des propriétés communes telles que les soudures, les boulons et les matériaux.</li>\n  <li>Parfois, vous souhaitez <strong>unifier les nuances de boulons ou de platines et les matériaux de soudure</strong> dans l'ensemble du détail de l'assemblage, même si le <strong>modèle paramétrique n'est pas utilisé</strong>. Cela peut être facilement réalisé soit en multi-sélectionnant dans l'arbre et en éditant des opérations du même type (néanmoins, dans ce cas, cela doit être fait plusieurs fois pour chaque groupe d'opérations séparément), soit il est maintenant possible de <strong>modifier la propriété demandée</strong> ou de vérifier si la même propriété est utilisée <strong>en un seul clic</strong>.</li>\n</ul>\n<figure data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/937c9874-ecb7-4e00-ba25-790f70433722/common%20properties%202.png\" data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n894962c2_9e8f_01ba_11c7_5f16f7e8d9c6\"></object>\n<h2>Améliorations de l'ensemble prédéfini</h2>\n<p>Plusieurs améliorations ont été apportées aux <strong>modèles paramétriques créés par l'assistant</strong> afin d'améliorer la convivialité, la clarté et la cohérence du modèle.</p>\n<ul>\n  <li>Les messages de validation ont été affinés, seuls les messages fonctionnels et pertinents sont désormais affichés, tels que le type d'élément incorrect, la compatibilité de section transversale ou les problèmes de définition de la charge.</li>\n  <li>Les textes des messages ont également été réécrits pour une meilleure lisibilité et une plus grande précision technique.</li>\n</ul>\n<figure data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae6b21b1-c930-4ad9-859f-f1753f5d321a/25-1%20predefined%20set%202.png\" data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" alt=\"\"></figure>\n<ul>\n  <li>Les modèles conservent désormais correctement les <strong>données de section transversale</strong> pour les cornières et les éléments de raidissement, ce qui garantit une génération précise de la géométrie.</li>\n  <li>Les <strong>sections transversales personnalisées (CCS) stockées dans MPRL</strong> sont incluses dans les modèles et automatiquement appliquées aux nouveaux modèles.</li>\n  <li>Une nouvelle <strong>méthode d'opération Workplane, Intersection</strong>, permet d'utiliser les modèles pour les éléments se terminant dans les directions X+ et X- dans Checkbot, avec un décalage réglable et un positionnement sur le bord proche ou éloigné de l'élément concerné.</li>\n</ul>\n<figure data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c417587-c02f-4a0b-933f-9a3c4071f6ac/25-1%20predefined%20set%203.png\" data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" alt=\"\"></figure>\n<p>Grâce à cette nouvelle fonction, les modèles&nbsp;sont applicables aux toutes les deux extrémités dans Checkbot.</p>\n<figure data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3991f2a-98fe-4c99-a1b7-a6875607d42d/25-1%20predefined%20set%204.png\" data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" alt=\"\"></figure>\n<p>Les modèles&nbsp;paramétriques peuvent également être <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combinés entre eux ou avec des opérations de fabrication standard</a>.</p>\n<p><em>Disponible dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                            "value": "<p>In IDEA StatiCa, there are three possible areas to work with parametric design effectively.</p>\n<h2>Parameters in IDEA StatiCa Connection</h2>\n<p>The first usage of parametric design is the simplest. Each element, like a member, plate, bolt, or weld, can be defined by its shape, position, and material.&nbsp;</p>\n<p>For this purpose, you'll need to enable the <strong>Developer mode</strong> in Project / Preferences / Advanced Settings.&nbsp;</p>\n<figure data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/859245fb-d6ee-4d79-ad1f-2228306e1088/parameters.png\" data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" alt=\"\"></figure>\n<p>In the tab <strong>Parameters</strong>, you can add Numbers (decimal sign is dot), Text (please use simple quotes), and even Equation.&nbsp;</p>\n<p>To link this parameter to the items defined by the Operations, just click on the <strong>Link</strong> icon.&nbsp;</p>\n<figure data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7c719-63a1-4bfe-bf4f-5eb9605165d3/link-par.png\" data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" alt=\"\"></figure>\n<p>The button <strong>Set to model</strong> allows you to overwrite initial values to the Parameter values.</p>\n<p>To get acquainted with all possibilities about the parameters, please look at the <a href=\"https://github.com/idea-statica/ideastatica-public/wiki/Reference-Guide-Expression-Parameters\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Reference guide</a>.</p>\n<p>More about this theme can be found also in the articles <a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a> and <a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a>.</p>\n<h2>Plugin for Rhino/Grasshopper</h2>\n<p>Grasshopper3d is a visual programming package attached to the powerful modeling CAD software&nbsp;<a href=\"https://www.rhino3d.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Rhino3d</a>.</p>\n<p>Combining Grasshopper with IDEA StatiCa's Open Model and APIs creates an extremely powerful platform for the parametric definition of complex connection geometry plus the automation and optimization of connections.</p>\n<figure data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a070a736-1da4-4e4f-a22f-baaad9dc2506/GH.png\" data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" alt=\"\"></figure>\n<p>The plugin can be used in several ways:</p>\n<ul>\n  <li>it enables the creation of complex joints, even without an IDEA Connection license</li>\n  <li>import of a structure (SAF model, IOM model) and a bulk calculation of specified joints</li>\n  <li>optimizing joints in terms of shape, material, etc., using parameters &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</li>\n</ul>\n<p>For more, please visit <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino to IDEA StatiCa workflow</a>.</p>\n<h2>Design API's</h2>\n<p>IDEA StatiCa provides several general API's for the different apps and services that we provide. This is an excellent place to start if you are a computational designer or software developer looking to perform automated structural design and optimization tasks. Design API's are targeted toward both Python and C#/.Net users.&nbsp;</p>\n<figure data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b0fff41-e68a-482a-a613-5f638d9e46c4/api.png\" data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" alt=\"\"></figure>\n<p><a href=\"https://developer.ideastatica.com/docs/api/api_overview.html\">You can start here</a> or visit the <a href=\"https://github.com/idea-statica\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa GitHub</a>. &nbsp;&nbsp;</p>"
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                                                                            "value": "<p>Beaucoup de nœuds d'une structure réelle ne peuvent pas être couverts individuellement par un type d'assemblage standard. Les concepteurs divisent ces nœuds&nbsp;en assemblages distincts et les vérifient à l'aide d'outils simples ou de feuilles de calcul Excel sans tenir compte de leur interaction, ce qui peut entraîner des erreurs de conception.</p>\n<h3>Les modèles paramétriques peuvent être combinés avec d'autres opérations</h3>\n<p>Lors de l'utilisation d'un modèle paramétrique, il est toujours possible d'ajouter de nouvelles opérations. Il est donc possible d'ajouter une seule&nbsp;opération unique à un modèle paramétrique existant.</p>\n<p>De cette manière, il est facile d'ajouter, par exemple, plus de raidisseurs au modèle choisi.</p>\n<figure data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7898ecd8-9db8-455e-8747-f1724f0eaeac/Combination%20of%20parametric%20template%20and%20unrelated%20operations%201.png\" data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" alt=\"\"></figure>\n<p>Un autre exemple peut être un joint composé de différents assemblages - certains éléments ne sont pas pris en compte dans le modèle choisi.</p>\n<figure data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad580407-b098-495d-8783-6fda3a80577a/Combination%20of%20parametric%20template%20and%20unrelated%20operations%202.png\" data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" alt=\"\"></figure>\n<p>La connexion de cet élément supplémentaire avec une opération standard est facile à réaliser.</p>\n<figure data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baee32da-a7c8-4884-b460-cff867b1c5a4/Combination%20of%20parametric%20template%20and%20unrelated%20operations%203.png\" data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n429cfc7e_7ebf_0119_b91d_f4cc9164e2bf\"></object>\n<h2>Combinez plusieurs modèles paramétriques dans un seul modèle</h2>\n<p>Pour connecter plusieurs éléments dans un nœud, vous pouvez appliquer plusieurs modèles paramétriques. Créez vos assemblages standards en tant que modèle paramétrique, puis combinez-les efficacement pour obtenir la conception d'assemblage souhaitée pour l'ensemble de la structure.</p>\n<figure data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d59211a9-a119-42c4-a207-c0aa1509eca3/Multiple%20templates%201.png\" data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" alt=\"\"></figure>\n<p>Chaque modèle appliqué est désormais représenté par un <strong>entête de modèle</strong> distinct (Modèle 1, Modèle 2, etc.) dans l'arbre des opérations. La sélection d'un modèle affiche ses paramètres et contrôles spécifiques, ce qui permet aux utilisateurs de modifier les propriétés locales, telles que la disposition des boulons, les matériaux ou l'épaisseur de platine, indépendamment pour chaque modèle.</p>\n<figure data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3c987a69-d44b-4644-a40c-c807fb119c4f/Multiple%20templates%202.png\" data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" alt=\"\"></figure>\n<p>Les propriétés globales restent accessibles sous l'<strong>entête&nbsp;Opérations</strong>, ce qui permet à l'utilisateur d'appliquer des paramètres de matériau ou de la norme communs à l'ensemble de l'assemblage. La nouvelle structure soutient les conceptions à modèles mixtes où les modèles individuels conservent leur flexibilité paramétrique.</p>\n<figure data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d456161d-b705-4d74-b992-279c974a7b00/Multiple%20templates%203.png\" data-asset-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" data-image-id=\"96b93f50-8f0f-4083-b609-30dcf973f3b5\" alt=\"\"></figure>\n<p><em>Mise à jour dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                    "value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n  <li>Members</li>\n  <li>Supports</li>\n  <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n  <li>Whole surface</li>\n  <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff.&nbsp;</p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only.&nbsp;</p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p>&nbsp;The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses.&nbsp;</p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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                                    "value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n  <li><strong>by friction</strong></li>\n  <li><strong>by anchors</strong></li>\n  <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n  <li>Cast-in-place&nbsp;</li>\n  <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value.&nbsp;</p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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                                    "value": "<h2>Chargement</h2>\n<p>Les cas de charge peuvent être définis de la même manière que pour les éléments 2D en béton armé. Cela signifie que chaque cas de charge peut se voir attribuer un type de charge permanent ou variable. Les cas de charge permanente sont d'abord appliqués au modèle et, après un calcul réussi, les cas de charge variable sont appliqués.</p>\n<p><strong>Type d'impulsions de charge</strong></p>\n<p>Un total de 4 types d'impulsions de charge peut être ajouté à chaque cas de charge.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>La définition des <strong>charges surfacique</strong> est identique à celle de l'appui superficiel. Cela signifie qu'il est possible de les spécifier de deux manières : Surface entière et Polyligne. Dans le cas des charges surfaciques, l'intensité de la charge est bien sûr saisie dans les trois directions générales.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p>Le <strong>groupe des efforts </strong>est une entité de charge qui vous permet de spécifier des efforts dans trois directions n'importe où sur le modèle à l'aide d'un tableau. Il peut être référencé au pied de poteau ou à la surface d'un bloc de béton. Pour l'entrée des tableaux, il est à nouveau possible d'utiliser la fonctionnalité&nbsp;copier-coller de la feuille de calcul.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p>Le <strong>poids propre</strong> devrait être inclus dans chaque modèle. Par exemple, les fondements&nbsp;en béton chargés d'un moment de flexion ne se renverseront pas aussi facilement.</p>\n<p>Les <strong>charges ponctuelles</strong> peuvent être chargées directement sur le pied de poteau avec six efforts internes Fx, Fy, Fz, Mx, My et Mz dans la position générale.</p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4b4b74a7_d6f3_01f8_de25_75d53edc068e\"></object>\n<p>Lors de l'utilisation d'un pied de poteau, l'application de cet effort directement sur un pied de poteau réaliste et déformable peut entraîner une redistribution irréaliste des contraintes sur le pied, les tiges et le béton. Il est donc plus approprié d'utiliser la deuxième option - le tronçon.</p>\n<p><strong>Le tronçon</strong></p>\n<p>Le tronçon est représenté par une partie courte&nbsp;du poteau au-dessus du pied de poteau qui est modélisé comme une <strong>structure d'éléments de coque</strong> et se comporte comme une interface physiquement précise entre les efforts internes et le pied. Une base de données de sections standard est utilisée.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>L'<strong>ensemble des efforts internes à 6 composantes</strong> (efforts et moments) est appliqué en <strong>un seul point</strong> sur la <strong>face inférieure du tronçon </strong>- c'est-à-dire la base de poteau.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Les contraintes <strong>transfèrent les efforts </strong>à la <strong>face supérieure du tronçon</strong>, d'où elles sont naturellement <strong>redistribuées à travers le tronçon&nbsp;</strong>dans le pied de poteau, les tiges et le béton.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>Cette approche préserve l'interaction réaliste de la rigidité entre le poteau et le pied et élimine la nécessité d'une redistribution manuelle ou d'hypothèses artificielles.</p>\n<p><em>Le tronçon&nbsp;a été publié dans la </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>version 25.1 d'IDEA StatiCa</em></a><em>.</em></p>\n<h3>Combinaisons</h3>\n<p>Puisque l'analyse dans IDEA StatiCa Detail est non linéaire, des combinaisons soi-disant non linéaires sont utilisées. Cela signifie que les cas de charge individuels ne sont pas calculés et que les résultats ne sont pas additionnés. Au contraire, les cas de charge du même type de charge sont additionnés avant le calcul, bien sûr avec les coefficients respectifs définis dans les combinaisons, et les combinaisons individuelles sont ensuite calculées. 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                                    "value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n  <li>By two points</li>\n  <li>On surface edge</li>\n  <li>On surface edge on more edges</li>\n  <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. In this case, a 3D scene with the reinforcement displayed is additionally available for better orientation, allowing rotations around two axes.</p>\n<figure data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff3a99a5-1dff-4519-9ab7-13c4571673f2/3D%20Detail%20in%2024.1_22.png\" data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" alt=\"\"></figure>"
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                                    "value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n  <li>Summary</li>\n  <li>Strength</li>\n  <li>Anchorage</li>\n  <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview.&nbsp;</p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties.&nbsp;</p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes:&nbsp;<strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1&nbsp;</strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction.&nbsp;</p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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                                    "value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check&nbsp;</h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                            "value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated.&nbsp;</p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot.&nbsp;</p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n  <li>International design standard (code)&nbsp;</li>\n  <li>Profile type and material&nbsp;</li>\n  <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n  <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n  <li>Only connections with 1 member (simple footings)\n    <ul>\n      <li>Only steel-to-concrete anchoring</li>\n      <li>No complex design (footing with braces)</li>\n    </ul>\n  </li>\n  <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                    "value": "<p>La possibilité de relier les applications IDEA StatiCa à des dizaines d’outils différents entraîne la nécessité de créer des approches différentes pour des fournisseurs spécifiques. Le transfert de données par lien BIM est raffiné et rationalisé pour rendre les processus aussi fluides et rapides que possible.</p>\n<p>Grâce à cela, le temps nécessaire pour obtenir les données de différentes sources est court. Voici quelques comparaisons pour différentes métriques.</p>\n<h4>Importations plus rapides pour un assemblage unique par liens MEF</h4>\n<p>Nous avons amélioré les processus lors de l’importation d’un assemblage et élément unique des logiciels MEF en réduisant les appels d’API inutiles que nous utilisons lors de l’importation. Il en résulte le temps d’importation nettement plus rapide pour des liens BIM spécifiques.</p>\n<figure data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ce20acd2-4bcd-4324-90c6-0db8cdc69bf9/Comparison%20table_1.png\" data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" alt=\"\"></figure>\n<h4>Ouverture plus rapide des projets existants</h4>\n<p>De plus, les temps d’ouverture des projets déjà existants de Checkbot ont été améliorés d’environ 50 % par rapport à la version 23.1.5.</p>\n<figure data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b781cf9b-5ca7-4cee-a240-a5b4e842c389/Comparison%20table_2.png\" data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" alt=\"\"></figure>\n<p>Publié dans la version 24.0 de IDEA StatiCa.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                                            "value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring&nbsp;–&nbsp;can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve.&nbsp;</p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n  <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own&nbsp;–&nbsp;see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases&nbsp;–&nbsp;<strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n  <li><strong>Multiple anchoring close together</strong>&nbsp;–&nbsp;The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n  <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong>&nbsp;–&nbsp;A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n  <li><strong>Consideration of existing reinforcement in renovations</strong>&nbsp;–&nbsp;Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included.&nbsp;</li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes&nbsp;–&nbsp;</em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution&nbsp;</h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures.&nbsp;</p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n  <li><strong>IDEA StatiCa Connection</strong>&nbsp;–&nbsp;focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n  <li><strong>IDEA StatiCa Detail</strong>&nbsp;–&nbsp;The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress.&nbsp;</li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads.&nbsp;</p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>.&nbsp;</p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before&nbsp;–&nbsp;so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. 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                                            "value": "<p>Qu'il s'agisse d'un espace limité pour l'<a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">ancrage</a>, une disposition architecturale non conventionnelle, un ancrage près du bord, nécessité de fixer l'acier à des formes de béton irrégulières ou demande du chantier de concevoir des platines encastrées, ces cas particuliers exigent plus que des solutions typiques. C'est exactement là que commence le véritable défi de conception.</p>\n<h3>Comment les ingénieurs en structure font-ils face à ces situations ?</h3>\n<p>Cela commence par des hypothèses et beaucoup de travail manuel et calculs. Des heures sont consacrées à l'itération des conceptions et à la vérification selon les normes. Le plus souvent, les conceptions analysées conduisent à des semelles et platines inutilement surdimensionnées en raison de ruptures de béton :</p>\n<ul>\n  <li>Rupture de bord de béton</li>\n  <li>Rupture de cône de béton</li>\n  <li>Combinaison de ruptures</li>\n</ul>\n<figure data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f2b12c1-2437-49b8-b96b-16bfb6c0687c/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" data-image-id=\"727ab6d9-b3a2-4a58-9ef3-168a6cdaf382\" alt=\"\"></figure>\n<p>Prenons l'exemple de l'ancrage près du bord. Sans ferraillage, il est presque impossible de réussir la vérification pour la rupture de bord ou de cône de béton. Lorsque les tiges sont proches les uns des autres, vous avez soudain affaire à des cônes en interaction, ce que la plupart des normes conseillent d'éviter complètement. Mais que faire lorsque votre disposition simplement ne peut pas respecter l'espacement recommandé ?</p>\n<p>Il <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">faut envisager un ferraillage</a> supplémentaire. <em>Eurocode 1992-4 - Conception des structures en béton - Partie 4&nbsp;: Conception des moyens d'assemblage dans le béton </em>recommande d'établir une analogie des fermes appropriée.</p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>Mais que se passe-t-il si une forme atypique de bloc de béton met des bâtons dans les roues ?</p>\n<h3>Relever les défis de l'ancrage pour des géométries de bloc de béton non standard</h3>\n<p>En particulier lorsqu'il s'agit de géométries irrégulières ou dispositions uniques qui vont au-delà des cas standard, le processus ne prend pas seulement du temps, mais laisse aussi trop de place à l'incertitude. Dans de tels cas, les formes générales peuvent être imprévisibles et il est donc essentiel d'examiner attentivement les distances aux bords de tous les côtés. La profondeur d'encastrement peut varier en raison des différences d'épaisseur des blocs ou de positionnement des tiges et les tiges elles-mêmes peuvent ne pas se trouver dans le même plan.</p>\n<p>Dans la <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">dernière version de IDEA StatiCa</a>, nous avons ajouté de nouvelles fonctionnalités puissantes pour vous aider à concevoir et vérifier l'ancrage dans des conditions réelles qui ne suivent pas le manuel.</p>\n<p>Vous pouvez maintenant <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">concevoir et vérifier presque toutes les formes de bloc de béton</a> pour l'ancrage. Qu'il s'agisse d'un piédestal, blocs d'ancrage non rectangulaires, extensions de fondations en bandes, n'importe quelle forme de voile ou une géométrie personnalisée exigée par les architectes.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Conception de platines encastrées tenant compte de ferraillage</h3>\n<p>Dans le secteur de la construction, il est courant de rencontrer des structures d'appui qui intègrent à la fois des éléments en acier et en béton. Les éléments en béton jouent souvent un rôle clé en assurant la stabilité latérale de l'ossature en acier. Ces éléments sont généralement reliés par des <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">platines encastrées</a>. Les platines encastrées offrent un ancrage fiable et peuvent être fabriquées de manière à minimiser les travaux de forage sur le chantier. Les platines affleurent la surface du béton, ce qui permet des assemblages propres et de niveau. Les platines encastrées sont particulièrement appréciées dans des applications telles que les systèmes d'appui de façade, assemblages des cadres en acier dans les bâtiments hybrides béton-acier, appuis de rail de guidage d'ascenseur, ancrage d'équipements mécaniques, appuis de pont et assemblages de panneaux en béton préfabriqué.</p>\n<p>Mais même si les applications sont nombreuses, la conception peut devenir beaucoup plus complexe. Le ferraillage dans le béton résiste aux efforts axiaux, soudé à la platine d'acier pour transférer la charge par adhérence avec le béton. Les goujons de cisaillement, tiges ou bêches résistent aux efforts de cisaillement.</p>\n<p>La résistance de conception des éléments ancrés dépend fortement de la position du ferraillage de béton, en particulier si la platine encastrée est positionnée près du bord (systèmes d'appui de façade).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (avec CSFM 3D) prend automatiquement en compte le ferraillage à proximité d'une platine encastrée, ce qui peut augmenter la capacité de charge de manière significative. Cette solution vous permet de créer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU).</p>\n<h3>Élevez la conception d'ancrage</h3>\n<p>IDEA StatiCa fournit aux ingénieurs une solution complète pour la conception et vérification des ancrages. Les ingénieurs ne sont plus limités par les exemples simplifiés et conservateurs correspondant aux normes de conception qui conduisent à surdimensionner les pieds de poteau et tiges. 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                            "value": "<h2>1. Pourquoi le calcul a-t-il été arrêté prématurément ?</h2>\n<p>Le modèle CSFM 3D est conçu pour garantir des simulations précises et fiables. C’est pourquoi il intègre des critères d'arrêt rigoureux. Pour en savoir plus, consultez notre <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&amp;type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">algorithme de contrôle pour 3D CSFM</a> dans le cadre théorique.</p>\n<p><strong>Option \"Stop at Limit Strain\" activée par défaut</strong><br>\nCette fonctionnalité cruciale interrompt le calcul dès que certains critères de déformation (UGT) sont dépassés. Nous vérifions l'épuisement pour le béton, l'armature et l'ancrage :</p>\n<ul>\n  <li><strong>Béton</strong> : Une déformation maximale de 5 % en compression et de 7 % en traction est appliquée pour garantir la convergence des calculs.</li>\n  <li><strong>Armatures</strong> : La déformation plastique est limitée à 5 % pour assurer la sécurité et la performance.</li>\n  <li><strong>Ancrages</strong> : L'évaluation se base sur les valeurs limites de glissement, plutôt que sur les contraintes d'adhérence, afin d’optimiser la stabilité.</li>\n</ul>\n<p><strong>Causes d'une non-convergence</strong></p>\n<p>Lorsque le calcul ne converge pas, plusieurs facteurs peuvent être en jeu. La cause la plus fréquente est l'absence d'armature adéquate. D'autres facteurs peuvent inclure un modèle mal supporté, entraînant de grandes déformations, ou une conception surchargée pour les forces spécifiées.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. Quel soutien dois-je appliquer dans le détail ?</h2>\n<p>Dans l'application <strong>3D Detail</strong>, vous pouvez appliquer des appuis surfaciques avec une rigidité dans toutes les directions. Par défaut, ces supports offrent une rigidité en compression uniquement (Compression-Only), mais il est possible de sélectionner une option qui inclut également la rigidité en traction. Voici deux approches clés à considérer :</p>\n<ul>\n  <li><strong>Fondations reposant sur le sol</strong><br>\nUtilisez un appui qui offre une rigidité en compression uniquement. <strong>Attention</strong> : veillez à ajouter manuellement le poids propre comme cas de charge, car cela n'est pas fait automatiquement. Ce poids propre est essentiel pour prévenir le renversement du bloc de béton.</li>\n  <li><strong>Sous-modèles d'éléments en béton plus grands</strong><br>\nOptez pour un support capable de fonctionner à la fois en compression et en traction. Dans ce cas, il est crucial d'appliquer une armature qui traverse la surface. Cela permet de dissiper toute contrainte de traction par l'armature. Sans cela, des tensions de traction élevées peuvent rapidement apparaître dans le béton, dépassant ainsi le critère d'arrêt de 7 %.</li>\n</ul>\n<p>Pour des informations détaillées sur les fonctionnalités de <strong>Detail 3D</strong>, consultez notre section sur les <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Fonctionnalités complètes de Detail 3D.</a></p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Pourquoi est-il si important de respecter les règles d'exécution ?</h2>\n<p>La conformité aux règles de détail de la norme est essentielle pour garantir la sécurité et la performance des structures en béton. L'armature doit inclure des éléments supplémentaires pour le transfert des forces de traction et transversales, conformément à l'<strong>EN 1992-4</strong>. Cette application assure un transfert de forces efficace : la compression est absorbée par le béton, tandis que la tension est gérée par l'armature. Étant donné que le béton n’a pas de résistance à la traction, un renforcement adéquat est crucial.</p>\n<p><strong>À noter</strong> : Ces règles de détail ne sont pas automatisées. Il incombe à l'utilisateur d'ajouter manuellement les armatures appropriées. L'ingénieur structurel est donc responsable de garantir que l'armature est correcte et conforme aux normes du bloc de béton.</p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. Comment modéliser correctement le transfert des forces transversales ?</h2>\n<p>Le transfert des efforts de cisaillement peut se faire par frottement, ancrages ou falaise de cisaillement, mais il est crucial de choisir une seule méthode à la fois.</p>\n<p><strong>Utilisation du frottement :</strong><br>\nPour garantir une modélisation efficace, assurez-vous que la séquence des cas de charge est correcte : commencez par appliquer la pression (permanente), suivie du cisaillement (variable). Une séquence incorrecte pourrait entraîner un phénomène où la semelle \"s’envole\".</p>\n<p>Avec une séquence de charge correcte et un coefficient de frottement fixé à <strong>0,25</strong>, vous pouvez transmettre 25 % de la force de compression en tant que force de cisaillement. Les taquets de cisaillement transmettent entièrement la force transversale, mais il est important de noter qu'ils ne sont pas contrôlés dans <strong>IDEA StatiCa Detail</strong>. Vérifiez d'abord les chapes dans <strong>IDEA StatiCa Connection</strong> avant de les importer dans Detail.</p>\n<p><strong>Pour les ancrages :</strong><br>\nL'utilisateur peut identifier quels ancrages sont efficaces pour le cisaillement. Cependant, ils ne sont pas vérifiés pour le cisaillement dans Detail. Assurez-vous de vérifier leur capacité dans Connection avant de procéder à leur simulation dans Detail.</p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. À quoi dois-je faire attention lors de l'exportation de Connection vers Detail ?</h2>\n<p>Lors de l'exportation, il est crucial de vérifier comment les forces sont appliquées. Les forces peuvent être appliquées soit directement aux ancrages, soit aux semelles. Étant donné que les ancrages et les semelles sont modélisés comme des éléments distincts, le transfert des forces entre eux doit être déclenché manuellement par le biais de contraintes.</p>\n<ul>\n  <li><strong>Exportation du modèle d'ancrage depuis IDEA StatiCa Connection</strong><br>\nLorsque vous exportez le modèle d'ancrage (voir par exemple le lien <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM Connection to Detail - Ancrage à charge excentrée</a>), le transfert de la force axiale entre les ancres et la semelle est désactivé. Cela permet d'éviter toute pression supplémentaire non désirée sur la semelle. Les forces axiales sont découplées et se trouvent déjà directement dans les ancrages, tandis que les forces de cisaillement sont transmises via la semelle. Ainsi, la case pour le transfert des forces axiales est désactivée et celle pour le transfert des forces de cisaillement est activée dans l'image ci-dessous lors de l'exportation du modèle à partir de Connection.</li>\n  <li><strong>Lorsque vous n'exportez pas le modèle de Connection</strong><br>\nDans ce cas, la charge est placée directement sur la semelle, et vous avez la possibilité d'activer le transfert des forces axiales et de cisaillement entre la semelle et les ancrages.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. Quelle rigidité de la semelle doit être définie ?</h2>\n<p>La définition de la rigidité correcte de la semelle est cruciale pour obtenir des résultats fiables. La figure ci-dessous compare trois modèles différents :</p>\n<ul>\n  <li><strong>Semelle souple exportée de Connection</strong></li>\n  <li><strong>Semelle souple modélisée directement dans Detail 3D avec une charge appliquée sur un seul point</strong></li>\n  <li><strong>Semelle rigide avec une épaisseur accrue, également chargée sur un seul point</strong></li>\n</ul>\n<p>Les résultats de l'analyse ont révélé que les plaques flexibles modélisées directement dans Detail 3D produisaient des distributions de contraintes imprécises et des effets d'arrachement artificiels. En revanche, la plaque rigide a éliminé ces problèmes, offrant des résultats cohérents avec ceux obtenus par l'exportation de la connexion.</p>\n<p>Il est intéressant de noter que les forces d'ancrage étaient similaires dans le premier et le troisième modèle, tandis que le second modèle (plaque flexible dans Detail 3D) a surestimé les forces d'ancrage de plus de <strong>30 %</strong>, ce qui en fait une approximation inexacte.</p>\n<p><strong>Conclusion :</strong> Pour optimiser l'interaction entre la semelle et le béton, il est recommandé d'utiliser une semelle rigide lorsque vous ne l'exportez pas depuis Connection et que vous appliquez une charge en un seul point. Cela garantit que les résultats reflètent le plus fidèlement possible la réalité.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<h2>7. Qu'en est-il de la contrainte de contact ?</h2>\n<p>Dans Connection, il est possible d'établir un contact entre deux plaques et d'afficher la tension de contact. Cependant, l'exportation de l'ancrage de Connection vers Detail ne permet pas d'importer cette tension de contact, ce qui constitue une limitation (voir <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limitation connue pour Detail 3D</a>). La conséquence de l'absence d'effets causés par la tension de contact est que les forces importées ne sont pas équilibrées sur la semelle et que le calcul n'a pas pu être effectué en raison de l'énorme déformation de la plaque d'acier et de la déviation du modèle.</p>\n<p>Comment résoudre ce problème ?</p>\n<ul>\n  <li>méthode 1 - ne pas utiliser le contact dans le modèle de connexion (le contact est justifiable dans un nombre limité de cas)</li>\n  <li>solution 2 - modéliser l'ancrage directement dans l'application Detail avec la plaque de base rigide (voir question 6).</li>\n</ul>\n<figure data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cfe0c5cc-be52-456d-b534-4a407f3b417b/fig_7.png\" data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" alt=\"\"></figure>\n<h2>8.Pourquoi la tension d'attache dépasse-t-elle 99,9 % si rapidement ?</h2>\n<p>Dans de nombreux modèles, la tension d'attache dans l'ancrage dépasse rapidement <strong>99,9 %</strong> d'utilisation, même pour des niveaux de charge très faibles. Ce phénomène s'explique par le comportement observé dans le diagramme contrainte-déformation de la connexion entre l'ancrage/renforcement et le béton, comme illustré dans la figure ci-dessous.</p>\n<p>La liaison (Bond) atteint rapidement sa contrainte ultime, et toute charge supplémentaire entraîne une déformation plastique, souvent appelée <strong>glissement</strong>. Pour une compréhension plus précise, il est utile d'examiner les valeurs de <strong>Ftot / Flim</strong>.</p>\n<p>Pour en savoir plus sur la force d'adhérence ultime des ancrages adhésifs, consultez notre article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&amp;type=support_center_article#ultimate-limit-state-checks\">Force d'adhérence des ancrages dans Detail 3D.</a></p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. Comment dois-je gérer les paramètres de maillage ?</h2>\n<p>La qualité du maillage est essentielle pour les simulations 3D, en particulier pour les problèmes non linéaires, car elle influence directement le temps de calcul et la précision des résultats.</p>\n<p>Le facteur de multiplication du maillage peut varier de <strong>0,5 à 5</strong>, avec <strong>1</strong> comme valeur par défaut. Voici quelques points à considérer :</p>\n<ul>\n  <li><strong>Facteur de 5</strong> : Utiliser un facteur de 5 peut accélérer les simulations et aider à identifier des erreurs potentielles, mais cela peut également entraîner des résultats imprécis, avec des erreurs pouvant dépasser <strong>30 %</strong>.</li>\n  <li><strong>Facteur de 1 ou moins</strong> : Une fois le modèle vérifié, il est conseillé de revenir à un facteur de 1 ou moins pour obtenir des contraintes et des déformations précises, bien que cela augmente le temps d'analyse.</li>\n  <li><strong>Maillage grossier</strong> : Un facteur plus élevé est approprié pour la conception préliminaire, permettant une évaluation rapide des concepts.</li>\n  <li><strong>Maillage fin</strong> : Un facteur plus faible est recommandé pour la simulation finale, car il fournit des résultats plus précis, notamment autour des ancrages.</li>\n</ul>\n<p>En résumé, adaptez le maillage selon l'étape de votre projet pour équilibrer efficacité et précision.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h3>Est-il possible d'importer plusieurs ancrages ?</h3>\n<p>Oui, il est tout à fait possible d'importer plusieurs ancrages. Que se passe-t-il après l'exportation de ces ancrages multiples de la connexion vers Detail ?</p>\n<p>Lors de l'importation, plusieurs blocs de béton sont créés dans Detail, en fonction du nombre d'embases présentes dans la connexion, chaque embase ayant son propre élément en béton. Cependant, il existe une limitation importante : les blocs de béton multiples ne sont pas pris en charge dans Detail (voir <strong>Limitation connue pour Detail 3D</strong>).</p>\n<p>Pour contourner cette limitation, l'utilisateur doit supprimer tous les blocs sauf un et relier toutes les autres semelles à ce bloc unique. Cela permet d'obtenir une distribution correcte des forces d'ancrage et de soudure.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h3>Conclusion</h3>\n<p>Le <strong>CSFM 3D</strong> dans <strong>IDEA StatiCa Detail</strong> est un outil puissant pour modéliser le comportement non linéaire du béton et de l'armature, en conformité avec l'Eurocode et l'ACI. Il traite efficacement les interactions de liaison, les zones de traction et de compression, ainsi que les dispositions des armatures, fournissant des solutions robustes pour l'ancrage et le transfert de charge.</p>\n<p>Les critères intégrés garantissent que les calculs s'arrêtent lorsque les limites de déformation critiques sont atteintes, et une bonne présentation des armatures est essentielle pour obtenir des résultats réalistes. La qualité du maillage est également cruciale pour la précision des simulations : un maillage plus fin offre une plus grande précision, mais nécessite un temps d'analyse plus long.</p>\n<p>N’oubliez pas que le renforcement supplémentaire, le transfert des forces transversales et des paramètres d'exportation appropriés sont des éléments clés pour des conceptions précises conformes aux normes.</p>\n<p>Pour des informations plus détaillées, nous vous invitons à visionner le webinaire <strong>10 Most Frequently Asked Questions for 3D Anchoring</strong> (Les 10 questions les plus fréquemment posées sur l'ancrage 3D) ou le webinaire en néerlandais sur <strong>3D Detail : Calcul d'ancrage avec renforcement dans 3D Detail</strong>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4860c3a6_2b94_0133_4541_34794e486d10\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n60dba8f2_8efa_0131_1635_311f83f91b54\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ac3f7aa4_1402_0130_f1d3_e05e058cac3b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n86c0e5b8_96b6_011b_0da1_5fee3e625fef\"></object>"
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                    "value": "<h2>Introduction</h2>\n<p>The confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to lateral pressure (active) or confinement provided by surrounding materials (passive), such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.&nbsp;</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Active confinement is considered while designing, for example, partially loaded areas, concrete hinges, etc.</li>\n</ol>\n<p>In the following figure, you can notice how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c82248d-2921-4a12-8752-4ed3b69cb201/32.png\" data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Confinement effect and influence on the bearing capacity of structures}}}\\]</em></p>\n<p>Before we get into the example itself, let's recall how the concrete material is defined in the application.</p>\n<h2>Concrete material definition in IDEA StatiCa Detail</h2>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;<strong>Mohr-Coulomb&nbsp;plasticity theory</strong> for monotonic loading.</p>\n<p>In general, for a given angle of internal friction of the concrete, which is around&nbsp;<em>φ = 30°</em>, the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 2.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where&nbsp;<em>f</em><em><sub>c</sub></em>&nbsp;is concrete strength in compression,&nbsp;<em>f</em><em><sub>ct</sub></em>&nbsp;is concrete strength in tension,&nbsp;<em>φ</em>&nbsp;is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>,&nbsp;</em>σ<em><sub>c</sub></em><sub>3</sub>&nbsp;are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em>&nbsp;(see below), also increases.</p>\n<p>In 3D CSFM as implemented in IDEA StatiCa Detail, the angle of internal friction is considered as&nbsp;<em>φ = 0°,&nbsp;</em>as shown in Figure 3.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub>&nbsp;and σ<em><sub>c</sub></em><sub>1</sub>&nbsp;is constant as σ<em><sub>c</sub></em><sub>3</sub>&nbsp;increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent \"damaging\" uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>Comparing Figure 2, where the real angle of internal friction is used, and Figure 3, which shows the Mohr-Coulomb theory's implementation with a zero angle of internal friction, it can be seen that the approach chosen for the calculations in the Detail application is very conservative for the assessment of the triaxial stress state. Note that the model with zero friction angle resembles the Tresca model, with tension cut-off.</p>\n<p>Read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h2>Triaxial test&nbsp;– an active confinement example</h2>\n<p>In the example, we will simulate a triaxial test to explain how the triaxial pressure effect is implemented in 3D CSFM in IDEA StatiCa Detail. This will, therefore, be an example of <strong>active confinement</strong>. All calculations will be in characteristic values.</p>\n<p>The model is of the solid block type with plan dimensions 1.0 x 1.0 m and a height of 3.0 m made of C30/37 concrete supported by a rigid surface support in the Z direction. Only for the sake of the stability of the analysis model, the X and Y directions are also included on the surface support with a neglectable stiffness value. The load is applied in two steps. In the first step, a hydrostatic pressure (σ<em><sub>c,</sub></em><sub>1</sub> = σ<em><sub>c,</sub></em><sub>2</sub> = σ<em><sub>c,</sub></em><sub>3</sub>) of 20 MPa is applied to the model. This high value, relative to the concrete strength, was chosen mainly to demonstrate the stability of the computational model.</p>\n<figure data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7494607-2b43-4caa-a8e1-0f4288da7e11/Tri-axial%20test.png\" data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Triaxial test setup - model, load, and boundary conditions}}}\\]</em></p>\n<p>After calculating the model, we get the value σ<em><sub>c,eq</sub></em> = 0 MPa in the whole model. This corresponds to the previous definition of the implementation of the Mohr-Coulomb&nbsp;plasticity theory in Detail.</p>\n<figure data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb50b0f7-cced-42a8-ae95-53f49b768cdb/Eq%20stress%20step%201.png\" data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Equivalent Principal Stress - first calculation step}}}\\]</em></p>\n<p>In the second step, a surface load of 50 MPa is applied to the upper surface of the model. Note that this load is higher than the considered axial compressive strength of concrete of 30 MPa. The objective of the test is to demonstrate that no load greater than the compressive strength of the concrete will be applied in this step. The calculation should, therefore, stop so that the applied load equals the resulting value of σ<em><sub>c,eq</sub></em>.</p>\n<p>Let us now look at the results. As expected, the calculation was stopped because the plastic strain criteria in the concrete, which is 5%, were exceeded.</p>\n<figure data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0aeb3a83-a813-4b7e-ab8a-2c5be92749fe/Stop%20criterion%20after%202.%20step.png\" data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Calculation result after the second step}}}\\]</em></p>\n<p>If we go through the results, we find that they match the assumptions defined above. This shows that the concrete model in Detail works correctly in terms of active confinement.</p>\n<figure data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/399058ba-db6c-445e-8468-98eb0a4d4607/Load%20stress%20step%202.png\" data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad a) Applied load in step 2; b) Equivalent principal stress; c) Principal stresses σc,3 a σc,1}}}\\]</em></p>\n<p>The stress peaks that can be observed at the top and bottom surfaces are caused by the way of applying surface load and surface support to the edges of the mesh from tetrahedral elements with nodal rotations. And also the fact that the maximum nodal values from adjacent finite elements are always displayed in the Detail application. However, the subject of this article is not the specification of this method, so we will not pursue it further.</p>\n<h4>ABAQUS verification</h4>\n<p>In the next step, we will look at a comparison with models created in ABAQUS, where Mohr-Coulomb&nbsp;plasticity theory is also used to define concrete. We will compare the results from Detail with a real concrete model with an internal friction angle of 30°. Thus, we demonstrate the conservativeness of the approach in 3D CSFM.</p>\n<figure data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8d6859d-2d6f-4ac9-ab6c-1d1aa11c4d42/Tri-axial%20ABAQUS.png\" data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad ABAQUS model: a) Concrete mesh 2; b) Load definition; c) Principal stresses σc,3}}}\\]</em></p>\n<p>In ABAQUS, we created a model similar to the model in Detail. The definitions of material, boundary conditions, and loads are identical. On the other hand, the concrete mesh is simplified. The results for two calculations, one using <em>φ = 0°; c = 15 MPa and the second φ = 30°; c = 8.65 MPa</em>, are shown in the graph below as well as the comparison with other angles of internal friction <em>φ =&nbsp;</em>10°, 20°, 40°.</p>\n<figure data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d7b7d8b7-4c82-42de-bcb4-f3c0c8b93f48/Tri-axial%20ABAQUS%20comparison.png\" data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Comparison of 3D CSFM, an ABAQUS model with various angles of internal friction }}}\\]</em></p>\n<p>The graph shows the match between the 3D CSFM and ABAQUS models for <em>φ = 0°</em>. It is also clearly illustrated that the simplifications in the definition of the concrete material in 3D CSFM (the horizontal plastic branch of the stress-strain diagram and horizontal Mohr-Coulomb linear envelope), which lead to both better clarity and, more importantly, faster calculation, also lead, at least in terms of tri-axial stress, to conservative results.&nbsp;</p>\n<p>As a last point, it is worth mentioning that if we consider a hydrostatic stress higher than 20 MPa, the difference between models <em>φ = 0°</em> and other angles would be even greater.</p>\n<h2>Conclusion</h2>\n<p>It was shown and explained that the calculation in 3D CSFM is consistent with the assumptions reported in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>. This was verified by comparison with ABAQUS models and the conservatism of the 3D CSFM approach to the tri-axial stress phenomenon was demonstrated.</p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In this article, we present a unit test study aimed at verification 3D-CSFM of concrete anchor pull-out behavior through a direct comparison with experimental results<sup>[1]</sup>. The focus of our investigation lies in evaluating the predictive capabilities of numerical models in capturing the key aspects of anchor behavior, including failure modes, and ultimate capacity. Our study encompasses a diverse range of anchor diameters, from &nbsp;10mm up to 32mm reflecting the variability encountered in practical engineering scenarios. Allowing us to discern any diameter-dependent trends and assess the robustness of 3D-CSFM across different scales. It is noteworthy to mention that all simulations are conducted within 3D-CSFM, a method implemented in IDEA StatiCa Detail, utilizing default settings for all parameters.&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the 3D-CSFM's performance in modeling post-installed bonded anchors, we must consider two failure modes:<strong> pull-out</strong>, where the bond stress (τ<sub>b</sub>) is equal to design bond stress (τ<sub>bd</sub>), and <strong>yielding of the anchor itself,</strong> meaning limit <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">plastic strain</a> is reached.<br>\n</p>\n<figure data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/194daeb0-87cc-4fe3-9ee0-96b49558ec8d/Table%202.1%20failure%20modes%20N.png\" data-asset-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" data-image-id=\"d1f05eaf-ddca-4b76-926f-83f564e8b13d\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this study, Hilti HIT-RE500 - SD Injectable Mortar with Reinforcement (500B) anchors were modelled in IDEA StatiCa Detail and the results compared with the experimental data<sup>[1]</sup>.&nbsp;</p>\n<p>The dimensions of the concrete blocks and their reinforcement were carefully considered to mitigate any potential effect on pullout behavior, thus ensuring the validity of the experimental results<sup>[1]</sup>. One concrete block size was used for all anchor unit tests (1.0x1.0x0.5 m; WxDxH). The block is reinforced by bars of steel B 500B and diameter of 8-14 mm. 8 layers of bars around each surface (except for bottom surface, rebars are modeled as continuous through the bottom support) with distance layer of 135.0 mm. &nbsp;All safety factors prescribed by relevant building codes were rigorously adhered to, with a setting of 1.0 employed throughout the calculations. The size of the anchor hole compared to the diameter of the anchor itself was not explicitly considered in the calculation model.</p>\n<figure data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/52eccae5-c38d-4c38-af89-01f276369a6d/01_rebars.png\" data-asset-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" data-image-id=\"f7250d1c-dc7c-4723-a7d1-8bcc1aa4217a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1 Side view of a reinforced concrete block with glued in anchor}}}\\]</em></p>\n<figure data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0069a93-e7cd-4f0a-bbc4-2493b3d702ab/Concrete_block.png\" data-asset-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" data-image-id=\"fb418eee-3292-4dca-8c26-167a3825dfa6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2 View of a reinforced concrete block with highligted anchor. Diameter of anchor equals to 16 mm }}}\\]</em></p>\n<p>The anchor bond strength, a critical parameter in anchorage design, was determined to be 15.4 MPa according to experiments consideration<sup>[1]</sup>, and 12.0 MPa for the second verifying model. Similarly, according to the experiment, the length of the anchor embedment in the concrete block was consistently determined. The additional 50 mm length of the anchor above the concrete block to which the axial tensile force was applied were considered in the model. In this test, anchors with a diameter of 10mm, 12mm, 16mm, 20mm, 25mm, 32mm were compared with experimental results. Experimental set ups summarized in Table 2.2.</p>\n<figure data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f3ccf8a-b9a2-4995-ac89-008aa7fb640d/experimental%20set%20up.png\" data-asset-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" data-image-id=\"c25347bc-ceb8-4f7e-b7ea-a1625d8097a9\" alt=\"\"></figure>\n<p>Utilizing a 3D-CSFM Solid Block model, the analysis encompasses a comprehensive examination of various aspects including anchor pull-out characteristics, determination of critical load thresholds, and nuanced prediction of failure modes.&nbsp;</p>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchor used in the CSFM analysis are summarized in Table 2.2. The yield stress (\\(f_{yk}\\)) and the ultimate stress (\\(k \\times f_{yk}\\)) of the reinforcement, as well as the compressive strength (\\(f_{ck}\\)), plastic strain (\\(\\epsilon_{c2}\\)), and limit plastic strain (\\(\\epsilon_{cu2}\\)) of the concrete, were selected based on the conditions noted in the experiment remarks. The Bond Strength is also specified by the manufacturer in the provided prospectus.</p>\n<figure data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a9a5af3d-6615-4779-ba52-2c901ef58195/Table%202.3%20materials%20N.png\" data-asset-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" data-image-id=\"ef913834-8484-4187-a50c-3d49c141b95e\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3 Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B 500B, (b) Stress-strain diagram of concrete C30/37 }}}\\]</em></p>\n<h2>Comparison with experimental results&nbsp;</h2>\n<p>This section compares experimental results from the manufacturer with the ultimate loads and failure modes predicted by the 3D-CSFM. Six instances of ultimate pull-out load, corresponding to various anchor diameters, were matched against outcomes from the 3D-CSFM. Additionally, a specific failure mode was determined for each anchor diameter.</p>\n<h2>Failure modes and ultimate loads</h2>\n<p>Table 2.4 presents a comprehensive summary of the ultimate loads recorded in experimental tests (P<sub>u,exp</sub>) and those predicted by the 3D-CSFM (P<sub>u,3D-CSFM</sub>), along with the corresponding failure modes. Ratios exceeding one indicate that the model's predictions are conservatively higher than the measured values. As evidenced in Table 2.4, the primary failure modes predicted by all 3D-CSFM analyses are consistent with the experimental findings, although some discrepancies in specific failure subtypes are noted for larger diameters. The 3D-CSFM predictions are generally accurate, with slightly conservative tendencies indicated by ratios greater than 100% for the larger diameters.&nbsp;</p>\n<figure data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d25551c8-8718-45e4-92d4-bac6d6fd355c/Table%202.4%20resultsN.png\" data-asset-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" data-image-id=\"0d2a85dc-7ccd-41f0-b5c8-669c9a65b539\" alt=\"\"></figure>\n<p>Additionally values of (\\(P_{u,bar}\\))&nbsp;and (\\(P_{u,bond}\\)) were calculated and added to the table.</p>\n<p>\\(P_{u,bar}=A_{bar}\\cdot k \\cdot f_{yk}\\)</p>\n<p>\\(P_{u,bond}=C_{bar}\\cdot l_{bar} \\cdot \\tau_{bd}\\)</p>\n<p>Where (\\(A_{bar}\\)) is an area of the anchor, (\\(C_{bar}\\)) is the circumference of the anchor, and (\\(l_{bar}\\)) is a length of the anchor in the concrete.</p>\n<p>It can be seen, from the values presented above, that the experiment is set to prove that the solver is able to <strong>correctly calculate combined Pull-out and YA failure mods</strong>.</p>\n<p>In addition, the same models with the bond strength of (\\(\\tau_{bd} = 12.0 MPa\\)) were calculated and compared with analytically determined values of (\\(P_{u,bond}\\)).</p>\n<figure data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/546261bc-f88e-4b6d-92c9-11f86583559a/Table%202.5%20resultsN.png\" data-asset-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" data-image-id=\"c23d7534-cb83-45d9-bb11-20567e932421\" alt=\"\"></figure>\n<p>Figure 1.4 corroborates the outcomes indicated in Table 2.4 by showing that the full capacity of bond stress is achieved as well as limit strain, which consequently leads to the failure mode being identified as <strong>Pull-out and YA</strong>.</p>\n<figure data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f19bffb4-36cf-4f83-8f95-bd6788f5d1e4/07_bond%20stress%20a%20strain%20check_12%20mm.png\" data-asset-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" data-image-id=\"85fe36cf-7c31-46d9-87d5-f572ee9f3915\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4 Anchor 16 mm: Strain check value (left) and Bond stress (right) }}}\\]</em></p>\n<figure data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a481fc30-f5f0-436e-baba-f73fcda00ed6/03_Summary_Stress%20flow_32%20mm.png\" data-asset-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" data-image-id=\"01f9af1b-88ce-4a16-a5dd-c5afec6f20a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5 Anchor 32 mm: Stress flow view }}}\\]</em></p>\n<figure data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bbd6ca5b-68ef-41cd-abe9-b54f269efc05/04_Stress%20in%20the%20reinforcement_bar%2025%20mm.png\" data-asset-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" data-image-id=\"959b49f5-8b6f-4adb-ae0d-76f854f142ae\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6 Anchor 25 mm: Stress in the reinforcement }}}\\]</em></p>\n<figure data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bd58d6f-47fb-4d7c-9929-6357eb604c9e/05_Strain%20in%20the%20reinforcement_20%20mm.png\" data-asset-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" data-image-id=\"7a243b93-cd2c-420c-afdd-73c1d1eb829f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7 Anchor 20 mm: Strain in the reinforcement }}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p><br>\nThe comparison between experimental data<sup>[1]</sup> and the beta version of the 3D-CSFM indicates a satisfactory correlation. Key insights from this preliminary evaluation include:</p>\n<ul>\n  <li>A strong correlation has been established for all anchors, evident in the failure modes observed in models and the values of ultimate loads.&nbsp;</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<h2>References&nbsp;</h2>\n<p>[1] - HILTI. Hilti HIT - RE500 - SD Injectable Mortar with Rebar (500B). HILTI CORPORATION. <a href=\"Https://www.hilti.com.hk/\" title=\"https://www.hilti.com.hk/\"><em>Https://www.hilti.com.hk/</em></a> [online]. 2016 [cit. 2024-04-22]. Available from: <a href=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf\" title=\"https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/submittal-asset-doc-loc-8336225.pdf\">https://www.hilti.com.hk/medias/sys_master/documents/h86/h89/9485674512414/Submittal-ASSET-DOC-LOC-8336225.pdf</a></p>\n<p><br></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>This article presents a unit test for the 3D Compatible Stress Field Method (3D-CSFM) applied to cantilever beams with variations in length, reinforcement, and concrete grades. The 3D-CSFM enhances the established <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">2D-CSFM</a>, both integral to IDEA StatiCa Detail. Released in beta, the 3D-CSFM adheres to the foundational principles of its 2D predecessor. The assessment of the FEA model is currently being refined to ensure that the results accurately reflect the appropriate behavior. Comparison comes from a series of unit test that were conducted during the process of development and include results from 2D-CSFM and analytical norms from Eurocode 2: Design of concrete structures - Part 1-1, chapter 6.1. The 3D approach in IDEA StatiCa Detail &nbsp;features two primary classes of models: the \"wall element\" and the \"solid block.\" Both are further elaborated within the article, using standard settings in IDEA StatiCa Detail.<br>\n&nbsp;</p>\n<h2>Definition of failure modes</h2>\n<p>To evaluate the performance of the 3D-CSFM in comparison to the 2D-CSFM and established analytical methods, we classify observed failure modes into three categories: Concrete crushing (C) and yielding of flexural reinforcement (R), or a combination of these two (CR). This classification allows for a structured comparison of failure mechanisms as predicted by different modeling approaches. Table 2.1 defines mentioned failure types by specifying material limit values. The models were specifically designed with robust shear reinforcement to exclude failure due to shear and focus solely on simple bending behavior.</p>\n<figure data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0720838b-3afd-4c1c-8fbe-493b84081581/Table%202.1.png\" data-asset-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" data-image-id=\"b70ca0a6-049f-4c4a-b625-92b6fcef8c2f\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In the tests, the loads were defined differently based on the model type: as a line load measuring 0.3 m at the end of the beam for the 2D-CSFM, the 3D-CSFM wall element, as a surface load (0.3 x 0.3 m) at the end of the beam for the 3D-CSFM solid block, and as point load in the analytical approach with a location corresponding to resultant force of the previous types.</p>\n<p>There are two types of setup in these sets: <strong>WC </strong>(Weak concrete) <strong>WR</strong> (Weak reinforcement).</p>\n<p>The flexural reinforcement in the models consisted of continuous reinforcing bars with a diameter of Ø = 20 mm. The WR (Weak Reinforcement) model utilized two reinforcement bars, while the WC (Weak Concrete) model included six. The shear reinforcement, made up of Ø = 10 mm stirrups spaced 100 mm apart, was deliberately designed to be robust, thereby precluding any shear failure mode. The shear reinforcement is consistent for all the models.</p>\n<p>The WC are of a concrete grade C16/20 featuring six reinforcement bars, and WR setups using concrete grade C40/50 with two reinforcement bars. The lengths of the test examples varied, measuring 1.0m, 2.5m, and 4.0m.</p>\n<p>Considering all the variations mentioned, this unit test resulted in six different models. These models are described in detail in Table 2.2.</p>\n<figure data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/510dc859-ebc9-4e7f-ba90-e8cd0c064585/Table%202.2%20unit%20test.png\" data-asset-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" data-image-id=\"13c58c6f-8096-429b-8727-c262c4a12fd9\" alt=\"\"></figure>\n<figure data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5820b312-337f-4828-a871-938aa2412b5b/Cross_section_view_with_dimension%20_without_stirrups.png\" data-asset-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" data-image-id=\"6b5ede98-0e43-4cb0-bdd1-615d134aad11\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.1\\qquad Cross-section set ups:&nbsp;(a) - WC, (b) - (WR)}}}\\]</em></p>\n<figure data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a770e52-890d-495d-952a-173c2a1baa8a/All_canilever_in_one.png\" data-asset-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" data-image-id=\"6ba71f15-29e6-4d43-82e3-b8bba6aad75c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.2\\qquad Length set ups:&nbsp;(a) - 1.0 m, (b) - 2.5 m, (c) - 4.0 m}}}\\]</em></p>\n<h2>Material properties</h2>\n<p>The material properties of concrete and flexural reinforcement used in the&nbsp;<a data-item-id=\"eaab962d-ba44-4ee0-8fa7-45193c9f52b5\" href=\"\">CSFM</a>&nbsp;analysis are summarized in table 2.2<strong>.</strong> The yield stress (f<sub>yk</sub>) and the ultimate stress (k*f<sub>yk</sub>) of the reinforcement as well as the compressive strength (fck), plastic strain(ɛ<sub>c2</sub>) and limit plastic strain (ɛ<sub>cu2</sub>) of the concrete and were selected to clearly illustrate the behavior of the materials under stress.<em>&nbsp;</em></p>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.3\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement B500N, (b) Stress-strain diagram of concrete C16/20 and C40/50&nbsp;}}}\\]</em></p>\n<figure data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1768bd9b-d9be-4e3c-920c-92695c031d8d/table%202.3_material%20properties_2.png\" data-asset-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" data-image-id=\"50837041-ae34-4bb0-a690-71e3aa48bb47\" alt=\"\"></figure>\n<h2>Modelling with 3D-CSFM</h2>\n<p>In the IDEA StatiCa Detail application, there are model types: the 2D model type utilizes the established CSFM method, while the 3D model type features the newly developed beta version of the 3D-CSFM method. Within the 3D model type, users can choose between two classes of models: 3D Wall and Solid Block.&nbsp;</p>\n<ul>\n  <li>Each class of 3D models within IDEA StatiCa Detail utilizes a different mesher, specifically chosen and optimized for fast and stable calculations. The shape and size of the mesh elements are finely tuned to enhance the performance and accuracy of model computations.&nbsp;</li>\n  <li>Both 3D model classes in IDEA StatiCa Detail use tetrahedron elements for meshing. Specifically, the 3D wall class features mesh elements shaped in a ratio where one dimension is significantly smaller than the other two, effectively mirroring the shape of a wall. This design choice optimizes the mesh for accurate representation and analysis of wall-like structures. The model class \"Solid Block\" general size mesh elements, which are designed to provide a balanced approach to meshing that is suitable for a wide variety of solid geometries. This method ensures efficient and effective analysis across different scenarios.</li>\n  <li>The material of the 3D Wall model is designed as an orthotropic material. This means that the lateral shear stress is transferred by the concrete, accommodating the unique structural behaviors typical of wall elements.&nbsp;</li>\n  <li>To ensure optimal meshing for the 3D wall model class, tailored for wall structures, the mesh multiplier factor was adjusted to 0.7. This was crucial to match the number of elements with those in the Solid block model class, which was set up for the unit test using default settings.</li>\n</ul>\n<h4>Geometry</h4>\n<p>When defining the geometry of the tested specimen in the IDEA StatiCa Detail application (both 2D and 3D environment), the length was set as the variable length (1.0m, 2.5m, 4.0m) plus an additional 1.15 meters. On this additional length of 1.15 meters, supports were defined on top and bottom surfaces with rigid stiffness in all directions.</p>\n<h4>Loads</h4>\n<p>In the tests, the loads were defined differently based on the model type. In the 2D model type, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment on 3D Wall model class, the load was applied as a line load measuring 0.3 m at the end of the beam. In the 3D environment for the solid block model class, the load was applied as a surface load measuring 0.3 x 0.3 m at the end of the beam. In the analytical approach, a point load was utilized, positioned to correspond with the resultant force derived from the other model types.</p>\n<figure data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/630701e4-9e3a-4cea-8b94-97519b401a04/Solid%20block%20WC%205%20m%20load.png\" data-asset-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" data-image-id=\"d8ad1777-625b-480e-81d4-3d16a91a6e32\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.4\\qquad Surface load on Specimen: 3D Solid Block WC 4.0}}}\\]</em></p>\n<h2>Calculated Critical Load&nbsp;</h2>\n<p>In the comparison figure 1.5 featuring six model variants distinguished by length and options of WC (weak concrete) and WR (weak reinforcement), the 3D methods generally exhibit a solid match. Notably, the 3D Wall model class's mesh factor was adjusted to 0.7 to equalize the number of elements across the model's height, making it comparable to the solid block general model. The 3D results are slightly higher than the 2D CSFM solutions, as expected due to the inclusion of triaxial stresses and simplifications in 2D CSFM. Analytical results align with 3D and 2D CSFM in most cases, except for higher values in short 1.0 m WC and WR scenarios, where shear interactions (concrete strut in compression) significantly impact but are overlooked analytically, explaining the lower values from 3D models. This is corroborated by 2D CSFM results.</p>\n<figure data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/870661e6-e17d-4c74-af56-6e6001ceb548/critical_load_chart.png\" data-asset-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" data-image-id=\"4c435ee1-ef2f-4aff-a410-4093d9ceadf3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.5\\qquad Calculated Critical Load}}}\\]</em></p>\n<h2>Load-deformation response</h2>\n<p>The comparison of diagrams across the different methodologies reveals distinct behavior patterns for each. The 2D-CSFM is depicted with a black dotted line, the 3D-CSFM Wall model class with a red solid line, the 3D-CSFM Solid block model class with a blue dotted line, and the standard approach based on section check according to EN with an orange solid line. Displacement and forces were measured from the end of the cantilever.&nbsp;</p>\n<p>In the diagrams, the analytical results are represented by a constant line, indicating that only a single value for the bending resistance of the given specimen is obtained. This portrayal underscores the static nature of analytical results in contrast to the incremental approach for nonlinear solution.</p>\n<p>In Figure 1.6, there was a strong correlation between the results from the 3D-CSFM and the 2D-CSFM across all tests, aligning well within the range of available measurement data. The analytical approach, however, showed higher force values, anticipated due to its exclusion of shear resistance interaction, especially significant given the beam's 1.0 m length. This highlights the analytical method's limitations in fully capturing the comprehensive forces affecting the specimen.&nbsp;</p>\n<figure data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c59c4c0-8f1c-4043-992d-16b8ac9d8323/WC%201.0%20Chart.png\" data-asset-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" data-image-id=\"eaa259d0-88c5-4424-a7f8-1e1a86f8fc50\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.6\\qquad Calculated Load-Deformation respond: (a) WR 1.0, (b) WC 1.0&nbsp;}}}\\]</em></p>\n<p>In Figure 1.7, which captures load-deformation responses for models with a length of 2.5 meters, all methods show a great match in results. Both 3D models align closely with the analytical results calculated by EN. Comparatively, the 3D method exhibits slightly higher values than the 2D CSFM solution, yet these differences remain within a tolerable margin.</p>\n<figure data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/96d9b437-92a2-4782-aec4-e57bed98a45e/chart%20wc%202.5m_1.2.png\" data-asset-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" data-image-id=\"caef82b9-465c-4f8f-b83b-4f1a2e284e69\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.7\\qquad Calculated Load-Deformation respond: (a) WR 2.5, (b) WC 2.5}}}\\]</em></p>\n<p>In the final Figure 1.8, a good correlation is observed among the methods, with the 3D models displaying higher values than both benchmark results. These variances, however, remain within acceptable limits.</p>\n<figure data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/674b490f-3316-49f4-a4c5-9ade9016f9b9/WC%204.0%20Chart.png\" data-asset-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" data-image-id=\"dde3ae85-0f8e-4d2f-99c4-9599aa4547ed\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.8\\qquad Calculated Load-Deformation respond: (a) WR 4.0, (b) WC 4.0}}}\\]</em></p>\n<figure data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1db0002e-c422-4908-848d-91fb304e18b2/Table%202.4%20failure%20modes.png\" data-asset-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" data-image-id=\"55326310-2dca-4800-b5d5-aa7024989ca6\" alt=\"\"></figure>\n<figure data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9154f3e-bcff-4de3-8502-63e1e6cd8601/Comparasion_Detail_to_Capacity.png\" data-asset-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" data-image-id=\"9595079a-2377-43e4-87a3-edf5fb04b00d\" alt=\"\"></figure>\n<figure data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63db0112-123a-4fe9-9a12-29e7c2d24b37/sigma_s_wr_5.png\" data-asset-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" data-image-id=\"403d0308-258f-4095-a4bb-59c5c116e8ce\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1.9\\qquad Calculated value of reinforcement stress&nbsp;on WR 4.0 different model types:&nbsp;(a) 2D, (b) 3D - Solid Block, (c) 3D - Wall}}}\\]</em></p>\n<h2>Conclusion&nbsp;</h2>\n<p>Given the close alignment between the 3D-CSFM results and those from 2D-CSFM and analytical methods, several conclusions can be drawn:</p>\n<ul>\n  <li>The newly developed 3D-CSFM, although still in its beta version, is already demonstrating promising results.</li>\n  <li>In the load-deformation response and critical load evaluations, the 3D-CSFM shows a strong alignment with the analytical approach where shear effects are minimal. However, in scenarios where shear interactions significantly influence structural resistance, a decrease in resistance is observed. This is an expected outcome and validates that the solver is performing correctly.</li>\n  <li>In the analysis of a cantilever beam subjected to simple bending, both classes of 3D models—the Wall Element and Solid Block—exhibit similar behavior. This consistency underscores the robustness of the 3D-CSFM approach in modeling such structural scenarios.</li>\n</ul>"
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                    "value": "<h2>Introduction</h2>\n<p>The passive confinement effect in concrete structures refers to the phenomenon where the strength and ductility of concrete are significantly improved due to confinement provided by surrounding materials, such as steel reinforcement or external jackets. This effect is particularly important in enhancing the performance of concrete in compression, especially under high loads.</p>\n<p>Here are the key aspects of the confinement effect in concrete structures:</p>\n<ol>\n  <li><strong>Increased strength</strong>: Confinement increases the compressive strength of concrete. When lateral pressure is applied, it restrains the lateral expansion of the concrete, allowing it to sustain higher axial loads before failing.</li>\n  <li><strong>Enhanced ductility</strong>: Confined concrete exhibits greater ductility, meaning it can undergo larger deformations before failure.&nbsp;</li>\n  <li><strong>Mechanisms of passive confinement</strong>:\n    <ul>\n      <li><strong>Internal confinement</strong>: Achieved through transverse reinforcement such as ties, stirrups, or spirals within reinforced concrete. These reinforcements prevent the concrete from cracking and bulging outward.</li>\n      <li><strong>External confinement</strong>: Involves the use of external materials like fiber-reinforced polymer (FRP) wraps, steel jackets, or concrete jackets applied around the structural member. This method is often used for retrofitting and strengthening existing structures.</li>\n    </ul>\n  </li>\n  <li><strong>Behavior under load</strong>: Confinement changes the failure mode of concrete from a brittle, sudden failure to a more ductile, gradual one. This change in failure mode is beneficial for the safety and integrity of structures under extreme loading conditions.</li>\n  <li><strong>Design considerations</strong>: The design of confined concrete members involves calculating the amount and arrangement of confining reinforcement to achieve the desired strength and ductility. Standards and codes, such as EN (Eurocode) guidelines, provide formulas and guidelines for designing confined concrete elements.</li>\n  <li><strong>Applications</strong>: Confinement is widely used in the design of columns, bridge piers, and other critical structural elements. It is also used in retrofitting and strengthening existing structures to improve their load-carrying capacity.</li>\n</ol>\n<p>In the following figure, you can observe how the stress-strain diagram and bearing capacity&nbsp;can differ for unconfined and confined concrete.</p>\n<figure data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff38065e-58f4-4de6-ae36-7f859e63e19f/Passive%20confinment%20model.png\" data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Stress-strain model proposed for monotonic loading of confined and unconfined concrete [2]}}}\\]</em></p>\n<h2>Columns subjected to high compressive loading&nbsp;– a passive confinement example</h2>\n<p>In this example, we compare several differently shaped columns subjected to high compressive loading with different topologies and reinforcement ratios, calculated in IDEA StatiCa Detail and calculated by different analytical approaches by Morger, et al. [1], which are given in several current standards –&nbsp;<em>fib</em> Model Code for Concrete Structures 2010 (MC 2010) [3], SIA 262:2013 Concrete Structures (SIA 262) [4], and Eurocode 2 - Design of concrete structures EN 1992-1-1:2023 (EC 2) [5].</p>\n<p>Before we get into the verification itself, let's recall the theoretical basics of 3D CSFM implemented in the application IDEA StatiCa Detail – <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Structural design of concrete 3D discontinuities in IDEA StatiCa Detail</strong></a></p>\n<h3>Analytical methods</h3>\n<p>The whole verification is based on the analytical approaches already mentioned in [1]. In this text, we will only give a basic description of the analytical methods of calculation including the relevant formulas. For a better understanding, we recommend studying the paper [1] in more detail.</p>\n<p>The load-bearing resistance of an RC member in compression can be obtained by summing up the three individual components with their associated cross-sectional areas: (i) the uniaxial concrete compressive strength of the entire concrete cross-section, (ii) the compressive strength of the longitudinal reinforcement, and (iii) the increase in concrete compressive strength due to a triaxial stress state provided by confining reinforcement:</p>\n<p>\\[N_{R}=\\underset{(i)}{\\underbrace{f_{c}\\cdot A_{c}}}+\\underset{(ii)}{\\underbrace{(f_{sy.l}-f_{c})\\cdot A_{s.l}}}+\\underset{(iii)}{\\underbrace{\\Delta f_{conf}\\cdot A_{conf}}}\\]</p>\n<p>where <em>f</em><em><sub>c</sub></em> = uniaxial concrete compressive strength, <em>A</em><em><sub>c</sub></em> = concrete cross-section area, <em>f</em><em><sub>sy,l</sub></em> and <em>A</em><em><sub>s,l</sub></em> = yield strength and total cross-sectional area of longitudinal reinforcement, <em>Δf</em><em><sub>conf</sub></em> = concrete compressive strength increase due to confinement, and <em>A</em><em><sub>conf</sub></em> = governing confined concrete area.</p>\n<p>In this article, the coordinate system of an RC member in compression is chosen such that the loading direction coincides with the x-axis, which is referred to as the longitudinal direction. The y and z-directions are, thus, referred to as lateral directions.</p>\n<figure data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6623bde0-2bef-429d-bdc7-8619c947b2a0/most%20important%20geometrical%20parameters.png\" data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Definition of most important geometrical parameters [1]}}}\\]</em></p>\n<p>The increase of the concrete compressive strength <em>Δf</em><em><sub>conf</sub></em> due to confinement is approximately four times the lateral compressive stress [6].</p>\n<p>\\[\\Delta f_{conf}=4\\cdot min(\\sigma_{confy},\\sigma_{confz})\\]</p>\n<p>Assuming yielding of the confining reinforcement and full dispersion of the confining forces, the confining stresses follow equilibrium as:</p>\n<p>\\[\\sigma_{confy}=\\frac{\\sum A_{s.confy}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csz}};\\sigma_{confz}=\\frac{\\sum A_{s.confz}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csy}}\\]</p>\n<p>Where <em>f</em><em><sub>sy.conf</sub></em> is the yield strength of confining reinforcement.</p>\n<p>The following sub-sections present the different existing approaches to determine the governing confined concrete area <em>A</em><em><sub>conf</sub></em> (and the corresponding effectiveness factor k) according to current design guidelines (EC 2, SIA 262, and MC 2010) and according to a new model approach for passive confinement presented in [1].</p>\n<h4>Design approaches according to design guidelines</h4>\n<p><strong>EC2 </strong>determines the governing confined concrete area <em>A</em><em><sub>conf,EC2</sub></em> based on arching action between the discretely distributed load introduction points of the confining reinforcement.</p>\n<p>\\[A_{conf.EC2}=\\underset{A}{\\underbrace{\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)}}\\cdot \\underset{B}{\\underbrace{\\left( \\frac{(b_{csy}\\cdot s_{x}/2)\\cdot(b_{csz}-s_{x}/2)}{b_{csy}\\cdot b_{csz}}\\right)}}\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>This equation, applicable to rectangular crosssections, is based on the work of Mander [2]. For more information and an understanding of parts A and B, refer to [1].</p>\n<figure data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/38782f2d-a9f4-4eb7-a10b-16a298b9d0bc/Confined%20concrete%20area%20according%20to%20EC2.png\" data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Definition of confined concrete area according to EC 2: (a) confined concrete area at the section of a confining }}}\\) \\( \\textsf{\\textit{\\footnotesize{reinforcement layer (e.g., x = sx/2), (b) and (c) longitudinal dispersion of confining forces, (d) governing confined concrete }}}\\) \\( \\textsf{\\textit{\\footnotesize{area at the center between two confining reinforcement layers (e.g., x=0, dotted lines indicating section from (a) as reference).}}}\\)</em></p>\n<p>It is worth mentioning that in EC2, the effectiveness factor of the confining reinforcement&nbsp;<em>k</em> is used to express the load-bearing resistance. Factor <em>k</em> is the ratio between the governing confined concrete area <em>A</em><em><sub>conf</sub></em> and the cross-sectional area Ac.</p>\n<p>\\[k=\\frac{A_{conf}}{A_{c}}\\]</p>\n<p>Using this factor, the load-bearing resistance <em>N</em><em><sub>R</sub></em> can be rewritten as:</p>\n<p>\\[N_{R}=\\left( f_{c}+k\\cdot \\Delta f_{conf}\\right)\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}\\]</p>\n<p>The effective factor is then defined as:</p>\n<p>\\[k=\\left(\\frac{b_{csy}\\cdot b_{csz}-\\frac{1}{6} \\sum b_{i}^{2}}{b_{cy}\\cdot b_{cz}}\\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>For the purposes of this article, however, we will stick to the load-bearing resistance <em>N</em><em><sub>R</sub></em> expression from the beginning of the chapter over the use of the governing confined concrete area <em>A</em><em><sub>conf</sub></em>.</p>\n<p><br></p>\n<p><strong>SIA 262</strong> defines the governing confined concrete area <em>A</em><em><sub>conf,SIA262</sub></em> based on the stress field illustrated in Figure 4, proposed by Sigrist [7].</p>\n<p>\\[A_{conf.SIA262}=(b_{csy}-s_{x})\\cdot (b_{csz}-s_{x})\\]</p>\n<figure data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/347a80eb-2fa9-45fb-905b-0467fd46546f/Confined%20concrete%20area%20according%20to%20SIA%20262.png\" data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Definition of the confined concrete area according to SIA 262: (a) stress field and (b) lateral section at the level&nbsp;}}}\\) \\( \\textsf{\\textit{\\footnotesize{of the confining reinforcement (e.g., x = sx/2).&nbsp;}}}\\)</em></p>\n<p><br></p>\n<p><strong>MC 2010</strong> defines the governing confined concrete area as a combination of the two models forming the basis of the EC 2 and SIA 262 formulation:</p>\n<p>\\[A_{conf.MC2010}=\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)\\cdot \\left( \\frac{(b_{csy}\\cdot s_{x})\\cdot(b_{csz}-s_{x})}{b_{csy}\\cdot b_{csz}}\\right)\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csz}} \\right)\\]</p>\n<p><br></p>\n<p><strong>The new model approach for passive confinement</strong> introduced in [1] defines the simplified confined concrete area <em>A</em><em><sub>conf,simp</sub></em> as a function of the confining reinforcement geometry and spacing.</p>\n<p>\\[A_{conf.simp}=\\left(b_{csy}-\\frac{\\sqrt{s_{x}^{2}+s_{z}^{2}}}{2}\\right)\\cdot \\left(b_{csz}-\\frac{\\sqrt{s_{x}^{2}+s_{y}^{2}}}{2}\\right)\\]</p>\n<h3>IDEA StatiCa Detail models</h3>\n<p>Models are of the solid block type with various plan dimensions <em>b</em><em><sub>cy</sub></em> x <em>b</em><em><sub>cz</sub></em>, height <em>h</em><em><sub>x</sub></em>, and stirrups distance <em>s</em><em><sub>x</sub></em> made of C30/37 concrete supported by rigid surface support in the X, Y, Z direction at the bottom surface. For the sake of the stability of the top concrete cover in the model, the top surface is also supported in horizontal directions by rigid support. Concrete cover <em>c</em> is 30 mm for all models. There are always four longitudinal rebars with the diameter <em>Φ</em><em><sub>s,l</sub></em><em> = 10 mm</em>. Stirrups, the confining reinforcement, and longitudinal bars are modeled from steel B500B. All calculations are in characteristic values.</p>\n<figure data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6056a8a4-94ea-43e1-974d-f85cd120b862/Passive%20confinement%20models.png\" data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad IDEA StatiCa Detail models a) 0.75 x 1.5 x 4.0; b) 1.0 x 1.0 x 4.0; c) 0.75 x 2.5 x 5.0; d) 2.0 x 2.0 x 6.0}}}\\]</em></p>\n<p>A load greater than the expected load capacity is always applied. The program then searches for the maximum possible applicable load so that one of the defined criteria is not exceeded. In this case, it is always the limit strain criterion of the stirrup reinforcement, which is a maximum of 5%, but due to the implemented Tension stiffening, the limiting value is usually lower. For more details, see <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>.&nbsp;</p>\n<p>In the following figure, it can be seen that the calculation of model 0.75 x 1.5 x 4.0 was stopped and a multiple of the applied load was found as the maximum load that the element can resist.</p>\n<figure data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/358337a5-e90c-487d-b844-b595f16be1f0/Passive%20confinement%20limit%20strain.png\" data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad IDEA StatiCa Detail – limit strain in reinforcement}}}\\]</em></p>\n<h3>Comparison of individual models</h3>\n<p>In the following tables and graphs, we present a comparison of all models created in the IDEA StatiCa Detail application and analytical approaches, including all intermediate results for one rectangular and one square model. However, there are auxiliary variables that need to be defined first.</p>\n<p><em>Φ</em><em><sub>s,l</sub></em> and <em>Φ</em><em><sub>s,conf</sub></em> are the diameters of longitudinal and confining reinforcement, <em>n</em><em><sub>y</sub></em> and <em>n</em><em><sub>z</sub></em> are the numbers of spaces <em>s</em><em><sub>y</sub></em> and <em>s</em><em><sub>z</sub></em> (meaning that the number of stirrup legs is <em>n+1</em>), <em>N</em><em><sub>R,uncf</sub></em> and <em>N</em><em><sub>R,conf</sub></em> are defined as follows:</p>\n<p>\\[N_{R,uncf}=f_{c}\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}; N_{R,conf}=\\Delta f_{conf}\\cdot A_{conf}\\]</p>\n<h4>Rectangular model a) 0.75 x 1.5 x 4.0</h4>\n<figure data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/03c627fb-abc9-460a-8076-320591572b40/0.75_1.5_4%20-%20intermidi.png\" data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" alt=\"\"></figure>\n<figure data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/abdce0f1-fc7d-4ee0-8e9e-ff7e68387e74/0.75_1.5_4%20-%20capacity.png\" data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" alt=\"\"></figure>\n<figure data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5975a9e8-2bfb-4d3d-82af-b7e0195c1cfc/0.75_1.5_4%20-%20ratios.png\" data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" alt=\"\"></figure>\n<figure data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0d6eed8-4316-4d91-a606-60b0d0a404f1/0.75_1.5_4%20-%20lbc.png\" data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ee09da0c_0ef6_0164_bae7_ba88270dd704\"></object>\n<h4>Square model b) 1.0 x 1.0 x 4.0</h4>\n<figure data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9043e607-1941-47ac-9832-5d5306eda1f0/1_1_4%20-%20intermidi.png\" data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" alt=\"\"></figure>\n<figure data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d08268c-6815-4628-84dc-361c064a4978/1_1_4%20-%20capacity.png\" data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" alt=\"\"></figure>\n<figure data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6dee50d-146e-4694-8aaa-1538379b1645/1_1_4%20-%20ratios.png\" data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" alt=\"\"></figure>\n<figure data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a5bbd9cb-0d03-41a0-9606-d1ca3265c9df/1_1_4%20-%20lbc.png\" data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3da22c56_c93b_0195_202d_02df21b941f6\"></object>\n<h4>Rectangular model c) 0.75 x 2.5 x 5.0</h4>\n<figure data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7dde6f32-d58c-4e19-8835-c0101e6c7e62/0.75_2_5%20-%20lbc.png\" data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n14a40d45_5e31_01fa_7d34_725af70e1e3f\"></object>\n<h4>Square model d) 2.0 x 2.0 x 6.0</h4>\n<figure data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/222fccb8-f601-41fe-b2aa-290ae7e5351c/2_2_6%20-%20lbc.png\" data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1bc8ae97_dcc3_0117_d9fb_2be2c6543497\"></object>\n<h2>Conclusion</h2>\n<p>Several conclusions can be drawn from the results presented above. In general, the 3D CSFM results have been shown to be quite conservative, especially for square models where the increase in load capacity due to the confinement is less than half in some examples. Good conformity, within 2% deviation, can be observed for rectangular models. Among the analytical methods investigated, the EC2 approach shows the best match in all models. This verification demonstrates that the use of 3D CSFM is safe from a passive confinement point of view and in accordance with the established methods of standards.</p>\n<h2>References</h2>\n<p>[1] MORGER, Fabian; KENEL, Albin a KAUFMANN, Walter. Passive confinement of reinforced concrete members revisited. Online.&nbsp;<em>Structural Concrete</em>. ISSN 1464-4177. <a href=\"https://doi.org/10.1002/suco.202400209\">https://doi.org/10.1002/suco.202400209</a>.</p>\n<p>[2] Mander JB, Priestley MJN, Park R. Observed stress-strain behavior of confined concrete. J Struct Eng. 1988;114:1827–49. <a href=\"https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)\">https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)</a></p>\n<p>[3] International Federation for Structural Concrete (fib). Model code for concrete structures 2010; 2013.</p>\n<p>[4] SIA. Swisscode SIA 262: concrete structures. Zurich, Switzerland: Swiss society of engineers and architects (SIA); 2013.</p>\n<p>[5] EN 1992-1-1:2023. Eurocode 2—Design of concrete structures—Part 1-1: General rules and rules for buildings, bridges and civil engineering structures; 2023.</p>\n<p>[6] Nielsen MP, Hoang LC. Limit analysis and concrete plasticity. 3rd ed. Boca Raton, FL: CRC Press; 2011. <a href=\"https://doi.org/10.1201/b10432\">https://doi.org/10.1201/b10432</a></p>\n<p>[7] Sigrist V. Zum Verformungsvermögen von Stahlbetonträgern [On the deformation capacity of structural concrete girders]. Doctoral Thesis. ETH Zürich; 1995. <a href=\"https://doi.org/10.3929/ethz-a-001492371\">https://doi.org/10.3929/ethz-a-001492371</a></p>"
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                            "value": "<h2>Introduction&nbsp;</h2>\n<p>In the upcoming article, we aim to explore shear failure in beams with low amounts of stirrups. We will compare experimental data with the 3D-CSFM Solid Block model to analyze load-deformation responses and predict failure modes. This unit test includes three examples, each varying in the amount of reinforcement and dimensions of the beam. Additionally, this article extends the existing verification of the 2D CSFM[1], offering a more detailed examination of mesh variations and the number of examples. All CSFM based methods were conducted in IDEA StatiCa Detail application using mostly default settings. Further insights on this topic will be discussed later in the article.</p>\n<h2>Definition of failure modes</h2>\n<p>To facilitate the comparison of failure modes observed in the experiments with those predicted by the CSFM, the failure modes are categorized as either flexural (F) or shear (S). Although yielding of the reinforcement does not constitute a material failure per se, it is included as a part of the failure mode classification in conjunction with concrete crushing. This distinction is crucial for identifying concrete crushing failures that occur without reinforcement yielding—which are typically very brittle—from those that occur after the reinforcement has yielded, which can demonstrate a degree of deformation capacity.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.1\\qquad Definition of failure modes}}}\\]</em></p>\n<figure data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12ea1af8-8f18-4bfe-9bfa-b939452a7cf1/Failure%20modes.png\" data-asset-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" data-image-id=\"7e5f80fc-d11c-42b3-ba9c-623cabe8512b\" alt=\"\"></figure>\n<h2>Unit test set up</h2>\n<p>In this unit test all beams were supported as simple beams and loaded with a single mid-span force. Parameters as dimension reinforcement of the beam can be seen from Fig 2.1. This table includes information such as the diameter of the shear reinforcement (Ø<sub>t</sub>), spacing (s<sub>t</sub>), and the geometric reinforcement ratio (ρ<sub>t,geo</sub>). Additionally, details regarding the flexural reinforcement, including the number (n<sub>l</sub>) and diameter (Ø<sub>l</sub>) of the bars, as well as the geometry of the beams—effective depth (d), shear slenderness ratio (a/d), and width (b)—are presented. The test designated R 500m352, conducted by Huber in 2016[3], utilized specimens reinforced with one-leg hooks. In contrast, test specimens A1 and A3, which were part of an experiment performed by Vecchio and Shim in 2004[2], used two-leg closed stirrups for reinforcement.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.1\\qquad Dimensions and mode of Reinforcement: (a) R500m352, (b) A1, A3 }}}\\]</em></p>\n<figure data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/70aa47e6-ecf5-4b9c-9fd8-53134e2d0446/Reinforcement%20drawing%20scketch.png\" data-asset-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" data-image-id=\"597cc790-5d0b-4e6d-ae8c-5d2161891891\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.2\\qquad Reinforcement Properties}}}\\]</em></p>\n<figure data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9530187-788b-4ad4-b3ba-e1cfb9174c6b/Reinforcement%20ammount%20properties.png\" data-asset-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" data-image-id=\"857fe3ac-2a1b-4a1b-b2d1-6fd6baac48fe\" alt=\"\"></figure>\n<h2>Material properties</h2>\n<p>The material properties of the concrete, reinforcement, and anchors used in the CSFM analysis are detailed in Table 1.3. Most of the necessary material properties for input into the CSFM were stated in the reports of the given experiments. Values that were not explicitly stated and therefore assumed are marked in the table.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.3\\qquad Material Properties}}}\\]</em></p>\n<figure data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/59eb1c14-1305-4de5-b603-ad45bc2f4816/Material%20properties%20table%206.11.png\" data-asset-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" data-image-id=\"37d250ba-76ba-4e08-b017-6163f728a2e2\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a29f7644-fe90-4768-9d67-c1337e6cdc0a/Material_properties_chart_anchor_test.png\" data-asset-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" data-image-id=\"d3d80e3a-96b2-4539-864d-f0e2e23d1dc6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.2\\qquad Stress strain diagrams of materials: (a) Stress-strain diagram of reinforcement, (b) Stress-strain diagram of concrete}}}\\]</em></p>\n<h2>Modeling with 3D-CSFM</h2>\n<p>Material and reinforcement parameters utilized in both the 2D and 3D CSFM analyses were sourced from Table 1.2 and Table 1.3, respectively. In the 3D-CSFM, beams were modeled using the solid block model class in IDEA StatiCa Detail. Loading on the beams was applied at mid-span as a surface load over an area of 0.2 m by <em>b</em> (the width of the beam), with the resultant force acting in accordance with experimental data. The support conditions for the beams were modeled as simply supported, utilizing a surface support measuring 0.15 m by 0.30 m. This configuration was designed to replicate experimental setup conditions accurately and provide a realistic simulation of beam behavior under load.</p>\n<p>As previously stated, nearly all parameters, including the mesh size, are maintained as per the default settings in IDEA StatiCa Detail. However, a specific adjustment was made for the modeling of stirrups: the \"Pull-Out model\" was explicitly employed instead of the default \"Tension Chord model\". This model is automatically applied in the 2D-CSFM model under the Beam class for stirrups. The modification was implemented to ensure accurate calculation of stirrups in the 3D-CSFM Solid Block model type within the IDEA StatiCa Detail's <em>developer</em> mode. This adjustment is pivotal for aligning the simulation closely with the physical behaviors observed in experimental setups, particularly in how stirrups are subjected to loads in the models.</p>\n<p>Read more about the Tension Chord model and Pull-Out model in the <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Theoretical background</a><br>\n<br>\nAll partial factors in IDEA StatiCa Detail are set to value 1.0.&nbsp;</p>\n<figure data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3a844f90-c8a4-4621-aab9-a2227b27e7ca/Loads.png\" data-asset-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" data-image-id=\"13330cea-bef6-4573-b532-3fe77266ae52\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.3\\qquad Loads in IDEA StatiCa Detail: (a) 3D-CSFM: A1 - Vecchio and Shim (2004), (b) 2D-CSFM: R500m352 - Huber (2016)}}}\\]</em></p>\n<h2>Load deformation Response</h2>\n<p>The comparison between the numerical methods and the experimental data can be visualized in Figure 2.4. In this figure, the experimental data is represented by a black dashed line, while the 2D-CSFM is depicted with a blue solid line and the 3D-CSFM with a red solid line. The graphs demonstrate a strong correlation between the numerical methods and the experimental data, indicating that the simulations are effectively capturing the behavior observed in physical experiments. This alignment suggests that the numerical models are robust and provide a reliable basis for analyzing the structural response under tested conditions.</p>\n<figure data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0510583b-9193-40f4-8c43-decf1dec6e5c/load_deformation_respons.png\" data-asset-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" data-image-id=\"68611c92-22f2-42cb-ba9a-26a532e7ba70\" alt=\"\"></figure>\n<figure data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c3d23bd-24d9-4eaa-8fcc-e97efac3c08f/load_deformation_respons_a3.png\" data-asset-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" data-image-id=\"fbb64912-6aca-487e-b92b-98bb013c1d36\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.4\\qquad Load-Deformation Respons: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<p>The comparison of the critical load can be seen from Figure 2.5 and percentage of compliance from the Table 1.4. For all examples consistent alignment with experimental findings.</p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.5\\qquad Critical Load: (a) R500m352, (b) A1, (c) A3}}}\\]</em></p>\n<figure data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/335a9b22-0c8c-4dc4-b090-3446d94b0040/critical_load.png\" data-asset-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" data-image-id=\"049d3814-b40b-49fe-941d-354a0c6a14d4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.4\\qquad Critical Load comparison}}}\\]</em></p>\n<figure data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cc9573f-e235-4e42-8494-6a1b77eef872/percentual%20difference%20between%20CL.png\" data-asset-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" data-image-id=\"a9f2119d-4b64-4ae8-a2ea-9cb286b350ec\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Table. 1.5\\qquad Critical Load and Failure mode type comparison}}}\\]</em></p>\n<figure data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b81c8859-f5a2-446b-865d-1350c9fee7f3/LOAD%20AND%20DEFORMATION.png\" data-asset-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" data-image-id=\"fa7fc2af-f823-49c4-9823-1a15762aa41e\" alt=\"\"></figure>\n<h2>Conclusion&nbsp;</h2>\n<p>In the unit test, a comparison is made between the experimental behavior and the CSFM simulations, both in 2D and 3D, of a beam with a low amount of reinforcement. Key insights from the article include:</p>\n<ul>\n  <li>Both the 2D and 3D CSFM simulations closely match the experimental data, demonstrating their capability to accurately predict the structural behavior of beams with minimal reinforcement.</li>\n  <li>The use of solid block modeling in 3D and the equivalent 2D modeling techniques are effective in representing the actual conditions of the beams under load, as validated by the strong correlation with experimental results.</li>\n  <li>The results of the load-deformation response, critical load comparison, and failure mode prediction show a strong agreement with experimental outcomes. This strong alignment underscores the effectiveness and accuracy of the CSFM simulations in modeling the actual behavior of beams under various loading conditions.</li>\n  <li>Although the 3D-CSFM is still in its beta phase, its alignment with experimental findings highlights its potential utility. This agreement provides some validation of the tool's effectiveness, though it should be interpreted with caution given its developmental stage.</li>\n</ul>\n<figure data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d365fafa-2e8b-44aa-9ab3-295954954b39/r500m352%20results%20summary.png\" data-asset-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" data-image-id=\"b65fbebe-6dcb-412d-89d2-f6f6c00c4ad4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2.6\\qquad Stress field results R500m352}}}\\]</em></p>\n<h2>References&nbsp;</h2>\n<p>[1] - Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p>[2] - Vecchio, F.J., and W. Shim. 2004. “Experimental and Analytical Reexamination of Classic Concrete Beam Tests.” Journal of Structural Engineering 130 (3): 460–69.</p>\n<p>[3] -&nbsp;Huber, P. 2016. “Beurteilung der Querkrafttragfähigkeit bestehender Stahlbeton- und Spannbetonbrücken.” PhD thesis, Wien: TU Wien, Faculty of Civil Engineering.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                    "value": "This article aims to verify and validate the performance of in situ bonded anchors with different embedded lengths and compare their performance with relevant standards such as EN 1992-1-1 and the CEB-FIB model code. The main variables that have been examined are the maximal force and failure modes."
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                    "value": "<h2>Introduction</h2>\n<p>Load capacity of anchors bonded in concrete is dependent on many factors. Concrete and anchor material strength and bond between anchor and concrete are crucial material parameters that determine the anchor behavior. Other factor, not of less importance, is the anchor (and possibly whole foundation block) geometry. Length of anchor and presence of other reinforcement plays also an important role in anchor performance.</p>\n<p>The purpose of this article is to verify and validate CFSM based calculation of anchors bonded in reinforced concrete. Various anchor length is chosen according to available literature data [1] for validation. Verification of the presented approach is based on (I) comparison with other well-established software for numerical simulations of material behavior and (II) compliance with standard design codes.&nbsp;</p>\n<h2>Experiment description</h2>\n<p>The experimental campaign [1] involves testing full-size anchors bonded in a concrete block. The rods are made of ribbed bar (FeE500B) and are 20 mm in diameter. For the ribbed bar, the steel yield strength is 585 MPa, the ultimate strength is 700 MPa, the ultimate strain at failure is 16%, and the elastic modulus is 210 GPa. Three different depths (100, 150, 200 mm) are being tested to observe bond, concrete cone, or rod failure. The anchors are cast in a reinforced concrete block (2250x1850x600 mm) to prevent splitting failure and edge effects. The EDF(Electricity of France)-recommended minimum reinforcement is installed, consisting of one layer of 20 and 25 mm diameter ribbed bars in both directions on the upper and lower parts of the block.</p>\n<p>Additionally, some 12 mm diameter stirrups are installed to support the two layers of reinforcement. The reinforcement rate is 0.64%. The concrete grade used is C40/50. The concrete block is secured using two metal sections connected to the test slab with four prestressing bars. No confining pressure is applied around the anchorage. The hydraulic jack is fixed to the anchorage by two symmetrical rods. The quasi-static tensile loading is displacement-controlled with a loading rate of 1 mm/min, and the load is applied until the anchor fails.&nbsp;</p>\n<figure data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bed29f4e-6668-4ca4-86ae-b73971bc6a1a/01.png\" data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" alt=\"\"></figure>\n<p><em>1) Pull out test setup - coming from article: Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths - Fabien Delhomme, Thierry Roure ,Benjamin Arrieta, Ali Limam</em></p>\n<figure data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0476497e-3f50-471c-9816-a328f41dd074/02.png\" data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" alt=\"\"></figure>\n<p><em>2) Reinforcements and anchor layout</em></p>\n<h2>3D CSFM -Compatible Stress Field Method</h2>\n<h3>Theory&nbsp;</h3>\n<p>3D CSFM defines the concrete behavior based on the&nbsp;Mohr-Coulomb&nbsp;plasticity theory for monotonic loading. The method&nbsp;examines concrete behavior in terms of principal stresses, while neglecting the concrete tensile strength. The effect of concrete tension is only taken into account in Tension stiffening of steel rebars.<br>\nThe reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM&nbsp;is not suitable for simulating plain concrete&nbsp;due to the absence of tension, which may result in misleading deformation and model divergence. <br>\nGenerally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle&nbsp;<em>φ</em>&nbsp;and cohesion parameter&nbsp;<em>c</em>.&nbsp;3D CSFM assumes a zero angle of internal friction, leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant. More can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Theoretical Background</strong></a><strong> </strong>[2].</p>\n<h3>Model assembly</h3>\n<p>The FEA model is constructed using concrete tetrahedral elements of higher order, with embedded 1D rod representing reinforcements interconnected via MPC( Multi-Point-Constraints) and bond elements to allow slip. The reinforcement bars are split into two surface layers with a cover of 60 mm and shear links (see Fig. 2). The model utilizes surface support with restricted X, Y, Z degrees of freedom over a width of 200 mm. Casted anchors are positioned in the middle of the testing specimen, and the length of the anchor varies from 100-200 mm to test all possible failure modes.</p>\n<figure data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b1fe644-ce49-46f0-8ad6-bd895d4a83f4/04.png\" data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" alt=\"\"></figure>\n<p><em>3) Model assembly</em></p>\n<h3>Anchor model</h3>\n<p>The anchor is modeled using a ROD element that can only transfer compression and tension. The important aspect is the bond model and how the anchor is connected to the surrounding concrete to ensure the flow of forces and stress during an interaction between the concrete, anchor, and reinforcements. The connection has a specific linear shear stiffness G<sub>b</sub>, which depends on the modulus of elasticity of concrete E<sub>cm</sub> and the diameter of the anchor. More about the bond model can be found in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a> [2].</p>\n<figure data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f22d2a3-3f60-40ee-b28d-24bd2439a719/03.png\" data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" alt=\"\"></figure>\n<p><em>4) Bond model and MPC</em></p>\n<h2>Design standards</h2>\n<h3>CEB-FIB mode code 2020</h3>\n<p>The engineers have the support in the code and valid standards. This statement evokes the impulse to compare the experimental solution with code - solutions to verify the safety of current standards and codes. The concrete properties C40/50 have been taken from code properties. Material properties for reinforcement bars and anchors were experimentally tested and the data were provided. We have verified the solution for unconfined concrete and the subcategory of good/other bond conditions. The CEB-FIB mode code [3] provides a clear definition of how the bond works. The inputs have been used for numerical simulation of anchor in ABAQUS [4].&nbsp;</p>\n<figure data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ceffed56-48bf-4482-81b0-c17fd1ed0a14/05.png\" data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" alt=\"\"></figure>\n<p><em>4) CEB-FIB mode code 2020 - Bond model</em></p>\n<h3>Eurocode 1992-1-1</h3>\n<p>The Eurocode 1992-1-1 [5] assumption has been used as a prerequisite for <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>. The rigidly-plastic model with a characteristic and experimental calculated bond model has been used for simulation and comparison with an experimental solution.&nbsp;</p>\n<figure data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e19364e8-9cdf-44a0-902f-f9c8fd581f01/06.png\" data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" alt=\"\"></figure>\n<p><em>5) Eurocode 1992-1-1 and 3D CSFM - Bond model</em></p>\n<h2>Eurocode 1992-4</h2>\n<p>The characteristic values have also been compared with Eurocode 1992-4 [6], which is implemented in <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">IDEA StatiCa Connection</a>. This provides insight into how the reinforcement in the concrete block affects the local behavior of the anchor. It allows checking for effects such as anchor failure in tension and concrete cone breakout.</p>\n<figure data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56e0ddb4-bec2-4b4d-a27f-1f99e44effcc/07.png\" data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" alt=\"\"></figure>\n<p><em>6) a) Rod failure in tension; b) Concrete cone breakout</em></p>\n<h2>ABAQUS - Concrete Damage Plasticity</h2>\n<h3>Assumptions</h3>\n<p><a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">Concrete Damage Plasticity</a>&nbsp;(hereafter CDP) is based on the Drucker-Prager plasticity condition [7]. This model is suitable for materials with internal friction, such as soils or concrete. The tensile strength is significantly lower than the compressive strength and the hydrostatic part of the stress tensor plays a role in the evolution of the plasticity surface. Under general stress, the plasticity condition has the surface of a rotating cone. The material model for compressive and tensile stresses also considers post-critical behavior, which is controlled by the so-called damage parameters, taking values from zero (undamaged) to one (for near-zero stiffness of concrete in compression or tension in the post-critical condition). The larger the damage parameter number, the more the element is violated and does not contribute to the stiffness contribution.</p>\n<h3>Material models</h3>\n<p>The uniaxial material model in compression and tension for concrete is based on Thorenfeldt's theory [8]. All inputs are characteristic values that follow the reliability approach of EN 1992-1-1 [5]. The parameters for material model of reinforcement and anchor are taken from chapter \" Experimental description,\" with linear hardening considered in the plastic branch of the diagram.&nbsp;</p>\n<h3>FEA elements</h3>\n<p>The C3D8, or hexa-element with a linear basis function and eight integration points, was used for the FEM model of concrete. The concrete and reinforcement comprise T3D2 elements that transmit only axial effects. The interaction between the reinforcement and the concrete is provided by MPC constraints on which tension-stiffening is taken into account, which covers, to some extent, the cohesion model or dowel effect.&nbsp;</p>\n<h3>Model assembly</h3>\n<p>The FEA model is designed with symmetry boundary conditions to minimize computation costs and improve the efficiency and speed of the solution. It's important to note that due to the reduced model, the forces on the anchor will reach one-quarter of the maximum force. The mesh has been uniformly distributed using a bias ratio, which consistently decreases the mesh size of the concrete towards the anchor location. The mesh size for concrete is in range ( 5 - 100 mm). Local mesh seeding helps with a gradient of the stresses close to the anchor and more precise results.&nbsp;</p>\n<figure data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb507258-c29b-4abc-bd7c-965939bfcdfe/08.png\" data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" alt=\"\"></figure>\n<p><em>7) Model assembly</em></p>\n<h3>Anchor</h3>\n<p>The anchor is modeled using 3D volume elements. Contact cohesive behavior has been used to model the bond between the concrete and the anchor. The surface interaction enables delamination based on the linear elastic traction-separation law before damage occurs. Hard contact has been used in compression and frictionless behavior in tangential movements. Cohesive behavior in the normal and shear directions has been introduced using volumetric stiffness and damage parameters to represent post-critical behavior. The initiation of post-critical behavior is expressed by maximal bond stress in the normal and shear directions and fracture energy with linear or exponential softening [7].</p>\n<figure data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8c810bb1-8a44-4b29-88f8-d9533f343f91/09.png\" data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" alt=\"\"></figure>\n<p><em>8) Cohesive contact</em></p>\n<h2>Results - Anchor 100 mm</h2>\n<figure data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/804d7639-a2a4-47f2-b8b0-6d2cc5999848/10.png\" data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" alt=\"\"></figure>\n<figure data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61567b62-8af3-439c-b8b1-4a20da9bd210/11.png\" data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" alt=\"\"></figure>\n<p><em>9) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cec61f81-adfb-4c88-bc1e-99e1099f4ede/12.png\" data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" alt=\"\"></figure>\n<p><em>10) Maximal force and utilization versus experiment for anchor 100 mm</em></p>\n<figure data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bd9635c8-63d2-42c8-8d6b-348378f45c67/13.png\" data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" alt=\"\"></figure>\n<p><em>11) Load deformation curve - T103-100 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0d8648d-88fc-4b5f-94ab-eba6ce276ed1/14.png\" data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" alt=\"\"></figure>\n<p><em>12) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 150 mm</h2>\n<figure data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b52615a4-f2bf-4f06-9753-8a8269cc93d6/15.png\" data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" alt=\"\"></figure>\n<figure data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd13fb04-aec5-485e-bca7-c6314e2742df/16.png\" data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" alt=\"\"></figure>\n<p><em>12) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8e058ce-8c24-49f9-8871-73534be84f69/17.png\" data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" alt=\"\"></figure>\n<p><em>13) Maximal force and utilization versus experiment for anchor 150 mm</em></p>\n<figure data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7da761ce-c9a4-4134-b706-8360175152b6/18.png\" data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" alt=\"\"></figure>\n<p><em>14) Load deformation curve - T103-150 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3812fab2-6857-4a01-9a22-a735de4a447f/19.png\" data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" alt=\"\"></figure>\n<p><em>15) Load deformation curve - T103-100 characteristic code data comparison&nbsp;</em></p>\n<h2>Results - Anchor 200 mm</h2>\n<figure data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b31adf4a-cd86-4e05-bf27-bdb4eabf3e9d/20.png\" data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\" alt=\"\"></figure>\n<figure data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/345ce74d-6b1f-4caa-95c8-8e3805edddec/21.png\" data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" alt=\"\"></figure>\n<p><em>16) Input-output necessary properties for simulation</em></p>\n<figure data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0fbdeb33-1c2b-48f9-a3d7-cdb7d77557e4/22.png\" data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\" alt=\"\"></figure>\n<p><em>17) Maximal force and utilization versus experiment for anchor 200 mm</em></p>\n<figure data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8a3f8fee-48f7-47aa-9a14-d54adfbafafb/23.png\" data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" alt=\"\"></figure>\n<p><em>18) Load deformation curve - T103-200 experimental data comparison&nbsp;</em></p>\n<figure data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a7380fbf-4d0a-4a3a-815f-2adf2e2ba902/24.png\" data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" alt=\"\"></figure>\n<p><em>19) Load deformation curve - T103-200 characteristic code data comparison&nbsp;</em></p>\n<h2>Conclusion</h2>\n<p>The experimental campaign successfully investigated the behavior of full-size anchors bonded in a reinforced concrete block, using a comprehensive approach that integrated both experimental testing and numerical modeling. By varying the embedment depths of the anchors (100, 150, 200 mm), the study was able to observe different failure modes, including bond failure, concrete cone breakout, and rod failure. The results were rigorously compared with predictions from the CEB-FIB model code and Eurocodes, validating the safety and reliability of current design standards for such anchorage systems.</p>\n<p>The use of advanced modeling techniques, such as 3D CSFM and ABAQUS simulations with Concrete Damage Plasticity, provided deeper insights into the interaction between the concrete and reinforcement, as well as the bond behavior under quasi-static tensile loading. The findings confirmed the effectiveness of the proposed methods in predicting anchor performance, emphasizing the importance of accurate material modeling and appropriate boundary conditions in such simulations.</p>\n<p>The comparison between the actual behavior observed during the experiment and the numerical solution derived using 3D CSFM and ABAQUS shows an approximate 85% correlation. It can be concluded that no numerical solution exceeds the experimental data and maintains a 15% margin of error compared to the experiment, which is considered acceptable from an engineering perspective. The important aspect is also the failure modes which are fitting, except for the anchor length of 200 mm where in 3D CSFM, a combined mode of concrete cone and pull-out occurred before the steel rod failure. This is because, in this case, the peak loads corresponding to these two failure modes are very close.</p>\n<p>The results obtained from CEB-FIB mode code 2020 and Eurocode 1992-1-1 match the experimental results within the range of 30-40%. This indicates that the approach used in the code ensures safety. It's important to note that the values obtained are characteristic values, not design values, so the actual design strength is even lower.</p>\n<p><strong>The findings of the report should convey to the engineers that the 3D CSFM method yields safe outcomes in compliance with Eurocode 1992-1-1[5], and results in a conservative design that is integrated within the code itself.</strong></p>\n<p>Overall, this study contributes valuable data for improving anchorage design practices, offering evidence that can be used to refine existing codes and ensure that safety margins are adequately maintained in real-world applications. The experimental results, combined with theoretical and numerical analyses, provide a robust framework for understanding the complex interactions in anchored systems, ultimately leading to safe and efficient structural designs.</p>\n<h3>References</h3>\n<p>[1]Delhomme, F. &amp; Roure, Thierry &amp; Arrieta, Benjamin &amp; Limam, Ali. (2015). Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths. Materials and Structures. 49. 10.1617/s11527-015-0616-4.&nbsp;</p>\n<p>[2] \"IDEA StatiCa Detail – Structural Design of Concrete 3D Discontinuities (BETA).\" <em>IDEA StatiCa Support Center</em>, 2023. <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta\">https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta</a></p>\n<p>[3]<strong>International Federation for Structural Concrete (fib).</strong> <em>fib Model Code 2020 for Concrete Structures</em>. Berlin: Ernst &amp; Sohn, 2021.</p>\n<p>[4] ABAQUS Standard User's Manual, Version 6.6*. Washington University in St. Louis, 2006. [<a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm](https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm).\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm]</a></p>\n<p>[5] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-1-1:2004: Eurocode 2 – Design of Concrete Structures – Part 1-1: General Rules and Rules for Buildings</em>. December 2004. <a href=\"https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf\">https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf</a>.</p>\n<p>[6] <strong>European Committee for Standardization (CEN).</strong> <em>EN 1992-4:2018: Eurocode 2 – Design of Concrete Structures – Part 4: Design of Fastenings for Use in Concrete</em>. Brussels: CEN, April 2018</p>\n<p>[7]<strong>ABAQUS, Inc.</strong> <em>ABAQUS User Subroutines Reference Manual, Version 6.6</em>. Washington University in St. Louis, 2006. <a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html</a>.</p>\n<p>[8] Massone, L. M.; et al. Shear-Flexure Interaction for Structural Walls, 2006. ResearchGate.&nbsp;<a href=\"https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls\">https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls</a>&nbsp;(accessed Jan 01, 2006).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2a28a4d6_9d45_0195_3fa3_bf8595bc294b\"></object>"
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