See the following article for a detailed description of all options and their input:
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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 </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. </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>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 </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 <em>IDEA StatiCa Detail</em> 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 𝜂<sub>𝑓𝑐</sub> reduction factor defined in <em>fib</em> 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 <em>f</em><em><sub>bd</sub></em> 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. </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. </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>. </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 is a mathematical model describing the response of<strong> </strong>brittle materials, to 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 compressive strength far exceeds the 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 structural engineering, it is used to determine failure load as well as the angle of fracture for displacement of fracture surface in concrete and similar materials. Coulomb's friction hypothesis is used to determine the combination of shear and normal stress that will cause a fracture of the material. Mohr's circle 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 principle of normality, the stress introduced at failure will be perpendicular to the line describing the fracture condition. </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 angle of friction. This makes the strength of the material determinable by comparing the external mechanical work introduced by the displacement and the external load with the internal mechanical work introduced by the strain and stress at the line of failure. By conservation of energy, 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. </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. </p>\n<p>\\[\\kappa = \\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>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. </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. </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) Conceptual illustration of the deformation of a bond element; (b) shear-deformation function}}}\\]</em></p>\n<p>The elastic stiffness modulus of the bond-slip relationship, <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> coefficient depending on the reinforcing bar surface (by default <em>kg</em> = 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em> modulus of elasticity of concrete (taken as <em>Ecm</em> in case of EN)</p>\n<p>Ø the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress, <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 <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> the anchorage coefficient based on anchorage type</p>\n<p><em>A</em><em><sub>s</sub></em> the cross-section of the reinforcing bar</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em> 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. </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. </p>\n<p><strong>The friction</strong> coefficient should be input as a designed (factored) value. In case the resultant shear force <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. </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. </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> / (F</em><em><sub>z</sub></em><em>μ) ≤ 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. </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> Base plate options (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. </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. </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> 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). </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 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 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 stress-strain diagrams of concrete for ULS: a) parabola-rectangle diagram; b) bilinear 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> 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) 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 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 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 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> is the yield strength of the reinforcement according to EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em> is the ratio of tensile strength <em>f</em><em><sub>tk</sub></em> to the yield stress, <br>\n \\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γ</em><em><sub>s </sub></em><sub> </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> – reduction for cut threads </li>\n <li><em>f</em><em><sub>uk</sub></em> – minimum tensile strength of the bolt</li>\n <li><em>A</em><em><sub>s</sub></em> – 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: </p>\n<ul>\n <li><em>f</em><em><sub>yk</sub></em> – 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> – decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3) </li>\n <li><em>k</em><em><sub>2</sub></em> = 0.9 – factor for non-countersunk anchors </li>\n <li><em>f</em><em><sub>ub</sub></em> – anchor bolt ultimate tensile strength </li>\n <li><em>A</em><em><sub>s</sub></em> – 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 – partial safety factor for bolts (EN 1993-1-8, Table 2.1) </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, <strong>the shear without lever arm</strong> is assumed (EN 1992-4 – Cl. 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, <strong>the shear with lever arm</strong> is assumed (EN 1992-4 – Cl. 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> = 0.6 for anchors with fuk ≤ 500 MPa; <em>k</em><em><sub>6</sub></em> = 0.5 otherwise</li>\n <li><em>A</em><em><sub>s</sub></em> – shear area of anchor reduced by threads</li>\n <li><em>f</em><em><sub>uk</sub></em> – anchor bolt ultimate strength</li>\n <li><em>α</em><em><sub>M</sub></em> = 2 – full restraint is assumed (EN 1992-4 – Cl. 6.2.2.3)</li>\n <li>\\(M_{Rk,s} = M^{0}_{Rk,s} \\left(1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right)\\) – characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n <li><sub> </sub>\\(M^{0}_{Rk,s} = 1.2 \\cdot W_{el} \\cdot f_{ub}\\) – characteristic bending resistance of the anchor (ETAG 001, Annex C – Equation (5.5b))</li>\n <li>\\(W_{el} = \\frac{\\pi d^{3}}{32}\\) – section modulus of the anchor</li>\n <li><em>d</em> – 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, <em>d</em><em><sub>nom</sub></em>, is used</li>\n <li><em>N</em><em><sub>Ed</sub></em> – tensile force in the anchor</li>\n <li><em>N</em><em><sub>Rd,s</sub></em> – tensile resistance of the anchor</li>\n <li>\\(l_{a} = 0.5\\, d_{\\mathrm{nom}} + t_{\\mathrm{mortar}} + 0.5\\, t_{\\mathrm{bp}}\\) – lever arm</li>\n <li><em>t</em><em><sub>mortar</sub></em> – thickness of mortar (grout)</li>\n <li><em>t</em><em><sub>bp</sub></em> – 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 \\(\\frac{f_{yk}}{f_{uk}} \\le 0.8\\); <em>γ</em><em><sub>Ms</sub></em><sub> </sub>= 1.5 otherwise – partial safety factor for steel failure (EN 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 is determined according to EN 1993-1-8 – 6.2.2 (7) <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> = 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> – ultimate tensile strength of the bolt material</li>\n <li><em>A</em> – tensile stress area of the bolt, <em>A</em> = <em>A</em><em><sub>s,</sub></em> where <em>As</em> is the tensile stress area of the bolt (reduced by the thread)</li>\n <li><em>γ</em><em><sub>M2</sub></em> – 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> \\(\\alpha_b = 0.44 - 0.0003\\, f_{yb}\\)</li>\n <li><em>α</em><em><sub>b</sub></em> is a coefficient depending on the yield strength of the anchor bolt</li>\n <li><em>f</em><em><sub>yb</sub></em> – anchor yield strength; 235 MPa ≤fyb≤ 640 MPa</li>\n <li><em>f</em><em><sub>ub</sub></em> – anchor tensile strength </li>\n <li><em>A</em><em><sub>s</sub></em> – 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> 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> 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> 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 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 <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). </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> <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. </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 - 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> 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> 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> 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 > 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 anchorage force <em>F</em><em><sub>a </sub></em>and the bond force <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 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) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) 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 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. </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> 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 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 compressive strength 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. </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) 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>Теоретические основы IDEA StatiCa Detail – научная работа о Методе Совместимых Полей Напряжений, опубликованная профессором Кауфманном и другими в 2020 году. </p>\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=\"link\" data-codename=\"theoretical_background_detail___general___reinforc\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general___finite_e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general___verifica\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___verification_accor\"></object>\n<p><br></p>\n<h1>Ссылки</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: 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. 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 & Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&genre=book&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>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 Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em> 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> 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 <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 <em>f</em><em><sub>y,lim</sub></em> is determined. </p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong> </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> net bearing area of the head of stud, anchor bolt, or headed deformed bar (without the shank area). </li>\n <li><em>f</em><em><sub>c</sub></em><em>'</em> is the specified compressive strength of concrete</li>\n <li>\\(\\Psi_{c,p}\\) 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. </p>\n<h4>Anchorage - 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. </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 - 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 anchorage force <em>F</em><em><sub>a </sub></em>and the bond force <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 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) 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. </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> 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 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 compressive strength 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). </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) 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 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 Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em> 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> 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 <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 <em>f</em><em><sub>sy,lim</sub></em> is determined. </p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong> </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> is the load bearing area of the head of the fastener (without the shank area). </li>\n <li><em>f</em><em><sub>c</sub></em><em>'</em> is the specified compressive strength of concrete</li>\n <li><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.</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<h4>Anchorage - 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> (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> (<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 anchorage force <em>F</em><em><sub>a </sub></em>and the bond force <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 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) 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. </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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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. </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 <em>f'c</em> 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. <em>Math. Probl. Eng.</em> <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. <em>Tech. Gaz.</em> <strong>2019</strong>, <em>26</em>, 412–419.</li>\n <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modified Mohr-Coulomb—Rankine material model for concrete. <em>Eng. Comput.</em> <strong>2011</strong>, <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. <em>Appl. Mech. Mater.</em> <strong>2014</strong>, <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>. </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. </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. </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. </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>. </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). </p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </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 -> 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 <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. </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 </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. </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. </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. </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>Anchoring in a plain concrete block can be modeled and code-checked in IDEA StatiCa Connection. For certain cases, such as anchorage near the edge, the design is insufficient due to possible failure modes, and additional reinforcement is required. Although, this capability isn't available within the Connection app, it is possible to continue directly into the Detail application.</p>\n<p>3D Detail is focused on solving anchoring into concrete blocks and analysis of both the anchoring elements and the concrete block itself. Moreover, a direct link is implemented between the Connection and Detail applications to simplify the process. Connection users who design <strong>anchoring according to Eurocode or AISC</strong> can <strong>import their model from Connection to the advanced 3D Detail by one button click</strong>.</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<ul>\n <li>Import is allowed just for anchoring. If there is no concrete block in the Connection model, the export to Detail is disabled (\"RC check\").</li>\n <li>The model in Connection has to be calculated. If results are not available, the export icon (\"RC check\") is disabled. For export functionality, it is also necessary to have valid licenses for concrete applications. Otherwise, the export option will be disabled again.</li>\n <li>Only one concrete block for the import/export is allowed.</li>\n <li>Some anchor types are not supported for import, and we also do not recommend exporting so-called edge anchoring. <strong>A detailed breakdown of the limitations is provided in the article:</strong> <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></li>\n</ul>\n<h3>The connection is imported, including </h3>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plates</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type</li>\n <li>Anchorage type at the end</li>\n <li>Friction coefficient</li>\n</ul>\n<p>The possible configurations and types of anchors that can be exported can be found in the following articles:</p>\n<p><a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Anchor types</a></p>\n<p><a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plate options</a></p>\n<h3>Export from Connection to Detail step by step</h3>\n<p>First, create a model of anchoring in Connection according to Eurocode/AISC and click the Calculate button.</p>\n<p>When results exist, export of footing is enabled. By clicking the button \"<strong>RC Check</strong>\" in the ribbon, a dialog asking for the location and the name of the newly created Detail file appears.</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>After a successful export, the project in Detail is created. The geometry of the concrete block and the base plate, the position and properties of anchors, and the load are automatically transferred to Detail. Surface support placed at the bottom surface of the concrete block is automatically created. </p>\n<p><em>Note: It is only necessary to check the settings in the Z direction. (For foundation footings, we use </em><a data-item-id=\"5a121972-f384-4f14-8788-9da298e1aae1\" href=\"\"><em>compression-only </em></a><em>with the soil stiffness setting; for a continuing structure, we can also enable tension support).</em></p>\n<p>The most tricky part of this process is the import of the load. For every calculated load effect in Connection, the corresponding load case and the ULS combination are automatically created in Detail.</p>\n<ul>\n <li>The base plate is loaded by <strong>forces in welds,</strong> which are modeled as a <strong>Group of forces. </strong>For the loading of the base plate itself, the imported loading is represented by a group of forces following the stresses in welds between the base plate and steel members in the Connection model.</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>Anchors are modeled and loaded independently from the base plate, and they are axially loaded by point loads. The loading of anchors is represented in the scene by a double of arrows in opposite directions. One arrow represents the tension force acting only on the top of the anchor. The other one represents the compression force acting on the base plate. </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>The Checkbox \"Transfer of axial forces\" is unticked by default as the anchors are loaded by forces directly. </p>\n<p><em>Note: </em><em><strong>The following figure does not apply to cast-in plates, where axial force transfer is correctly checked after export. The reason for this can be found in the </strong></em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em><strong>Theoretical Background</strong></em></a><em><strong>.</strong></em></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>Shear is transferred according to the setting in Connection by one of the options – anchors, shear lugs, or friction. If the shear force is transferred by anchors, you can turn off specific anchors by unticking the checkbox \"Transfer of shear\". </li>\n <li><strong>If friction or shear lugs are set, shear in the anchors is never considered in the model. (Even if the checkbox is selected.)</strong></li>\n</ul>\n<p>Then just add the required reinforcement using the tools mentioned above and calculate the model. <strong>Don't forget set the </strong><a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\"><strong>Design Bond strength</strong></a><strong> for adhesive(post-installed) anchors according to the manufacturer’s parameters. </strong></p>\n<p>It is also a good idea to check that the specified load will not overturn the concrete block. Overturning can be prevented by self-weight or sufficient compressive normal force. If the resultant vertical force is positive (the block will be lifted off the support), the calculation will also fail. </p>\n<p>Since the concrete does not act in tension, the cover between the bottom reinforcement and the support will be peeled off. </p>\n<p>A thorough explanation of imported forces acting on the base plate or anchors, which are shown in the figure below can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. </p>\n<p><em>Note: Released in IDEA StatiCa version 24.1. for EN. Gradually improved by implementing AISC, adding anchoring-element options, and refining the limitations. This article, including the full functionality, is applicable as of version 25.1.1. The individual changes can be seen in the release notes.</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": "Compatible Stress Fields Method (CSFM) is an extension of the established methods used to solve discontinuity regions. What is the difference between CSFM and the Strut and Tie Method? And what results will you get? And is that in compliance with the code? Read the following article and find out!"
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"value": "<p>In practice, the <strong>Strut-and-Tie (S&T)</strong> and <strong>Stress Fields Methods</strong> are standardly used to design discontinuity regions in reinforced and prestressed concrete structures. The <strong>Compatible Stress Field Method (CSFM)</strong> was developed by extending these classical theories, allowing a high degree of automation and is consistent with the design standard. Despite its simplicity, the method provides a very realistic description of the response of a concrete structure both in the ultimate limit state (ULS) and serviceability limit state (SLS). The CSFM is implemented in <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>Fig. 1 a) Wall with openings b) Shear wall c) Beam with dapped ends and openings d) Bridge pier e) Bridge diaphragm </em></p>\n<p>Standard procedures for designing cross-sections of concrete structures are applicable in parts where the Bernoulli-Navier hypothesis of plane strain distribution applies (region B). The places where this hypothesis does not apply are called <strong>discontinuity regions (D-Regions)</strong>. These include parts of structures where concentrated loads appear or where there is a sudden change in cross-section, such as dapped ends (Fig. 1c), deep beams, walls with openings (Figs. 1a, 1b), or corbels and pile caps. In the field of bridge engineering, these are e.g. pier caps (Fig. 1d), diaphragm (Fig. 1e), deviators, etc.</p>\n<h2>1. Strut and Tie Method</h2>\n<p>The basic assumption when defining an S&T model is that the tensile strength of concrete is neglected. A simple truss model consists of elements acting in compression and tension, representing ULS behavior. In general, this is not a complex problem, and defining a basic S&T model (Fig. 2a) should not be a problem for an experienced engineer. However, even for this basic task, the correct assessment of the model in accordance with the design standard can be a tedious, manual, and iterative process.</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>Fig. 2 a) S&T model option 1 b) S&T model option 2 c) S&T model option </em></p>\n<p>Ties, nodal areas, and transverse tensile strain in struts must be assessed. If the model does not pass the check, a S&T geometry must be adjusted, or a different S&T model must be selected (Fig. 2b, 2c). This often leads to the structural engineer choosing the S&T model geometry only once and assessing only the rebar. This can lead to a substantial error. The choice of model is always a matter of experience. For more complex structural details, choosing a S&T that will sufficiently match the actual behavior of the structure may not be as easy as in the case above. Also, the S&T is a method for the design of ultimate limit states only. It does not allow the design of <strong>serviceability limit states (deformation, cracking)</strong>, which are critical criteria, especially in structures of significant importance, as they directly impact the structure's service life.</p>\n<h2>2. Compatible Stress Field Method - CSFM</h2>\n<p>CSFM is a modern <strong>nonlinear method</strong> for the analysis of D-regions and elements whose behavior can be simplified to plane stress, i.e. a 2D model. However, it is still based on a basic and safe assumption of the standards: <strong>concrete does not act in tension</strong>, and all tension must be transferred by reinforcement. The Compatible Stress Field Method (CSFM) is an evolution of the S&T and stress field methods, removing their main disadvantages mentioned above: uncertainties in model selection, difficulty in automation and inability to assess serviceability limit states.</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>Fig. 3 a) Plain strain b) Principal stress c) CSFM</em></p>\n<p>The principle of CSFM can be explained on the <strong>plain stress</strong> of the basic plane element of a reinforced concrete structure. Fig. 3a shows the basic 2D element in plain stress as we know it from all textbooks on elasticity and strength. This is the stress at one point in the structure, obtained, for example, by linear elastic analysis using the finite element method (FEM). The element is subjected to a horizontal normal stress σ<sub>x</sub>, a vertical normal stress σ<sub>z</sub>, and a shear stress τ<sub>xz</sub>. From these stresses, the so-called<strong> principal stresses</strong> and their direction defined by the angle θ can be determined (Fig. 3b). The element is then subjected to the principal tensile stress σ<sub>1</sub> and the principal compressive stress σ<sub>2</sub>.</p>\n<p>What will the strain of the same element analyzed by CSFM look like? The strain is shown in Figure 3c. The compressed concrete appears in the direction of the principal compressive stress σ<sub>2</sub>. And a stress field with stress σ<sub>c2</sub> is generated. As mentioned above, the basic assumption is that the concrete does not act in tension. Therefore, the transverse principal tensile stress σ<sub>1</sub> will not be transferred by the concrete, and a crack will form perpendicular to the direction. The stress σ<sub>c1r</sub> must therefore be zero. To avoid the failure of our 2D element, all tensile stress must be transferred by the reinforcement (indicated in blue in Fig. 3c), which must be part of the computational model. </p>\n<p>If this stress analysis is performed using CSFM<strong> continuously over the entire 2D region</strong> to be solved, the result is a continuous compression field in concrete plus tensile an compression stresses in the reinforcement. A simplified graphical representation of the CSFM stress field is shown in Figure 4. In addition to the concrete and reinforcement utilization rates, the figure also indicates the varying directions of the calculated stresses σ<sub>c2</sub> along the regions.</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>Fig. 4 Overall results from IDEA StatiCa Detail </em></p>\n<p>The analysis of a detail or structure using <strong>CSFM is based on the finite element method</strong>. The concrete is modeled using 2D wall elements, and the reinforcement using 1D member elements (Fig. 7). The analysis is not performed in one step since it is a nonlinear problem. Loads are applied in increments during the calculation, and the solution to the nonlinear system of equations is found using the <strong>Newton-Raphson method</strong>. </p>\n<p>The fictitious smeared cracks (ε<sub>1</sub> is the average value) are \"formed\" perpendicular to the direction of the principal stresses, which may change during the nonlinear calculation as the element \"progressively cracks\" from each increment of load. In summary, a fictitious stress-free rotating crack is considered. </p>\n<p>The result of the FEM solution using CSFM is a compatible stress field (i.e., the concrete does not break into individual independently acting struts in the model) and the state of strain, that are continuous throughout the 2D domain being solved. This is a major advantage over classical S&T approaches and allows the computational model to be automated and refined, as described in the following paragraphs.</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>Fig. 5 Princip of concrete softening</em></p>\n<p>The simple formulation of the CSFM allows using the standard uniaxial parabolic-rectangular stress-strain diagram for concrete in compression according to the design standard. As is well known, the compressive strength of concrete decreases when the concrete is damaged by transverse cracks (Fig. 5). This so-called <strong>compression softening </strong>effect is included in the method by automatically taking into account the effective compressive strength of the concrete. </p>\n<p>Based on the level of transverse tensile strains ε<sub>1</sub>, the reduction factor k<sub>c</sub> is determined and the stress-strain diagram of the concrete is adjusted (Fig. 5). As the field of strains throughout the structure is known, the effective compressive strength of the concrete can be calculated automatically in individual sections depending on the local level of transverse tensile strains 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>Fig. 6 Princip of tension stiffening</em></p>\n<p>Furthermore, the CSFM considers the <strong>stiffening effect</strong> of the tensile concrete between the cracks on the reinforcement, so-called tension stiffening. In the calculation model, the average reinforcement ratio ε<sub>m</sub> is used. Then the reinforcement stress-strain diagram is modified (Fig. 6). This allows a realistic representation of the stiffness of a reinforced concrete structure damaged by cracks. However, it is still true that the tensile strength of concrete does not contribute to the ultimate capacity. The maximum stress in the reinforcement σ<sub>sr</sub> in the cracks is critical for the design (Fig. 6).</p>\n<p>CSFM uses common uniaxial material models (stress-strain diagrams) defined in <strong>design standards</strong>. The standard approach, the partial safety factor method, is then used to assess the ULS. The simplicity of the method makes it suitable for engineering practice and is consistent with the design standards. </p>\n<p>Even though it is a nonlinear FEA analysis, the structural engineer does not have to enter additional material properties and concrete characteristics into the calculation that may not even be available at the design stage and that are necessary, e.g., FEA nonlinear analyses based on fracture mechanics. As already indicated, a major advantage of CSFM analysis, in addition to the ultimate limit states, is the ability to assess <strong>serviceability limit states: deflections, stress limitations, and in particular, crack width</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>Fig. 7 Example of finite element model representation in IDEA StatiCa Detail</em></p>\n<p>(Fig. 7) The FEM model in CSFM is composed of several types of finite elements:</p>\n<ul>\n <li>1-D element with axial stiffness for reinforcement</li>\n <li>2-D isoparametric element for concrete</li>\n <li>End springs for the reinforcement anchorage model with end treatment</li>\n <li>Special 2-D element to model cohesion between reinforcement and concrete</li>\n <li>Rigid and interpolating constraints (Multi-Point Constraints, MPC) between cohesion elements and concrete</li>\n</ul>\n<p>If the designed reinforcement prevents brittle failure of the element, the CSFM has been shown to give very good predictions of the response and ultimate capacity of the structure despite the simplicity of the formulation. In other words, the method is not suitable, for example, for the design of beams without transverse shear reinforcement that exhibits potentially brittle behavior. <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">Verifications</a> of the method, including experiments, are given in [1]. A more detailed description of the method is beyond the scope of the paper and can also be found in <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Theoretical Background</a>.</p>\n<p>It is clear that the principles of CSFM are general and thus, its application is not limited to D-regions, but can be used to model whole members e.g. precast girders, and where the element can be simplified to a planar 2D model. The method and its implementation in software (IDEA StatiCa Detail) have also been extended, with the possibility of specifying <strong>pre-stressed and post-tensioned reinforcement</strong>.</p>\n<h2>3. Example of pier cap design</h2>\n<p>The practical application of CSFM is shown in the design of the bridge pier cap in Figure 8. This is the second pier of a continuous bridge with three spans of 30.0 m, 42.0 m, and 30.0 m. The head of the reinforced concrete pier is designed in C40/50 concrete and its thickness (in the longitudinal direction of the bridge) is 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>Fig. 8 Pier cap: a) Summary design; b) Compression stress in concrete in ULS; c) Tension stress in reinforcement in ULS; d) Crack width in SLS</em></p>\n<p>At the top of the pier cap, a transverse beam of B500 reinforcement 20xϕ28+20xϕ25 - the top four layers - was first designed. Figure 8a shows a summary design at the ultimate limit state, showing the compressive stresses in the concrete, the directions of the compressive stresses, and the stresses in the reinforcement. More detailed stress distribution in the concrete and reinforcement are then documented in Figures 8b and 8c. The transversal reinforcement is just below the yield strength also the stresses in the concrete (and the relative strains) are satisfactory at ULS. However, the result of the crack width calculation (Fig. 8d) shows that the design does not satisfy in <strong>SLS</strong>: w<sub>max</sub> = 0.36 mm > w<sub>lim</sub> = 0.3 mm. <strong>To meet the limiting crack width, it is necessary to increase the reinforcement</strong> of the cross member to 20xϕ32+20xϕ28. In the case of w<sub>lim</sub> = 0.2 mm (e.g. pier near a road generating salt spray, environmental influence level XF2), the reinforcement of the cross member would have to be increased even to 24xϕ32+24xϕ28.</p>\n<h2>Conclusion</h2>\n<p>CSFM suits engineering practice because it uses <strong>simple material models defined in a design standard</strong>. In addition to the ultimate limit states, it also allows the design of serviceability limit states. For which the assessment was previously difficult to imagine when using S&T models. By implementing the method in <strong>IDEA StatiCa Detail</strong>, it is then possible to realistically capture the structure's response and to design and assess discontinuity regions and larger assemblies efficiently and safely.</p>\n<p>The CSFM was developed mainly through the work of Professor Walter Kaufmann, Head of the Chair of Structural Engineering, Swiss Federal Institute of Technology (ETH) Zurich. He and his team also <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">verified the method and its software implementation</a>.</p>\n<h2>Literature</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>Author</h2>\n<p>Ing. Pavel Kaláb, Ph.D.</p>\n<p>IDEA StatiCa s.r.o.</p>\n<p><br></p>"
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"value": "<p>This publication presents the principles and validation of the <strong>Compatible Stress Field Method (CSFM)</strong>. </p>\n<p>This new method can be used for the design and assessment of any concrete structure subjected to in-plane loading and is particularly suited for the dimensioning of “discontinuity regions” such as corbels, deep beams, walls with openings, dapped beam-ends, and frame corners. The CSFM represents a significant step forward for structural engineering practice, as it allows the efficient checking of all design code provisions, including serviceability, load-deformation and deformation capacity aspects even for concrete members with complex geometry. The method is based on Finite Element Analysis and uses only basic material parameters employed in standard structural concrete design. </p>\n<figure data-asset-id=\"428fd7cc-55be-430b-b478-a32e674105be\" data-image-id=\"428fd7cc-55be-430b-b478-a32e674105be\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb6950c3-dc66-45e5-b3fe-43dfe57f7918/CSFM%20-%20design%20tools.png\" data-asset-id=\"428fd7cc-55be-430b-b478-a32e674105be\" data-image-id=\"428fd7cc-55be-430b-b478-a32e674105be\" alt=\"\"></figure>\n<p>The results of the CSFM for a set of verification examples are presented and discussed, during which the influence of the main parameters of the method and its underlying models are also covered. The results are compared to a wide range of analytical solutions, design code provisions and experimental results, and show good agreement with all of them.</p>\n<h4>Listen to the author speaking about the CSFM method</h4>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_eb331e6\"></object>\n<h2>Team of authors</h2>\n<p>Prof. Dr. Walter Kaufmann, Dr. Jaime Mata-Falcón, Dr. Marius Weber, Tena Galkovski, Duc Thong Tran, Dr. Jaromir Kabelac, Michael Konecny, Ass. Prof. Dr. Jaroslav Navratil, Michal Cihal, Petra Komarkova</p>\n<figure data-asset-id=\"9b1c8f09-47f6-4693-b6bd-48dbb34c3d20\" data-image-id=\"9b1c8f09-47f6-4693-b6bd-48dbb34c3d20\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5ffb9625-f94e-4eba-a2b6-d721f8399241/ETH%20Zurich%20logo.png\" data-asset-id=\"9b1c8f09-47f6-4693-b6bd-48dbb34c3d20\" data-image-id=\"9b1c8f09-47f6-4693-b6bd-48dbb34c3d20\" alt=\"\"></figure>\n<p><em>ETH Zurich, Institute of Structural Engineering</em></p>\n<h2>About Prof. Dr. Walter Kaufmann</h2>\n<p>Walter Kaufmann is the Chair of Structural Engineering (Concrete Structures and Bridge Design) at ETH Zurich. He is the Chairman of the Swiss Concrete Code Commission and is a Lead Principal Investigator at the Swiss National Centre of Competence in Research (NCCR) in Digital Fabrication. His research focuses on innovative structures, the load-bearing and deformation capacity of concrete structures, the assessment of the structural safety of existing structures, and digital fabrication methods.</p>\n<figure data-asset-id=\"478e3e10-7415-41cb-9eaf-525455c49df7\" data-image-id=\"478e3e10-7415-41cb-9eaf-525455c49df7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9a70452-c086-43c1-a82b-8b12de808aa8/Kaufmann_Passfoto_small.jpg\" data-asset-id=\"478e3e10-7415-41cb-9eaf-525455c49df7\" data-image-id=\"478e3e10-7415-41cb-9eaf-525455c49df7\" alt=\"\"></figure>\n<p>He obtained his degrees from ETH Zurich in 1992 (dipl. Bau-Ing.) and 1998 (Dr. sc. techn.). Prior to joining ETH Zurich in 2014, he was active in the industry for more than 15 years, working mainly in Spain and Switzerland. During this time, he directed numerous structural engineering projects for buildings and bridges, participated successfully in many bridge design competitions, and was involved in a large number of expert appraisals. </p>\n<h2>Citation</h2>\n<p>KAUFMANN, Walter, et al.<br>\n<em>Compatible stress field design of structural concrete</em><br>\nETH Zurich, 2020<br>\nISBN 978-3-906916-95-8 print<br>\n158 pages </p>\n<h2>Buy ebook online</h2>\n<p><a href=\"https://payhip.com/b/DP6N\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\"><strong>Buy the ebook (PDF) version online on Payhip</strong></a><strong>.</strong></p>\n<p><strong>Price: 60 EUR + VAT</strong></p>\n<p><strong>Student: 18 EUR + VAT (</strong><a data-item-id=\"80574849-cb65-4360-a14b-06b69684c0cb\" href=\"\"><strong>contact us</strong></a><strong> for a 70% discount voucher)</strong></p>\n<h2>Content of the book</h2>\n<p>Here you can see the <a data-asset-id=\"1e766820-377b-44bf-9161-1a38f8ebbc10\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4969f485-61b0-48fe-8d7a-3cc76b1fd85d/table%20of%20contents.pdf\">Table of contents</a> demonstrating the range of tested examples. All results show a very close correlation with the compared data. </p>"
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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. </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. </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) </li>\n <li>Profile type and material </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": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<p>Next to the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights in version 24.1</a>, read the full list of the new functionality:</p>\n<h2>Concrete Design</h2>\n<p><strong>Detail 3D (Eurocode only)</strong></p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Full Connection export with new entities</a></li>\n <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a> – Sections, Stress check</li>\n <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Work plane grids</a> for designing new entities</li>\n <li>Fine mesh around anchors and app stability</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">New templates</a> (Eurocode only)</li>\n <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Improved SLS combinations</a> (Eurocode only)</li>\n <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Stiffness for point supports</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<h2>Steel Design</h2>\n<ul>\n <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Measuring tool in Connection</a></li>\n <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Project item and material management</a></li>\n <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Multiselect and multiedit in Connection</a></li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Fast app response with quick cancel of calculations</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/project-item-and-material-management#buckling-in-every-project\">Buckling calculations in the backstage menu</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Theoretical-background-in-Report-updated\">Theoretical Background in the report</a> in Italian and Portuguese</li>\n <li><a href=\"https://www.ideastatica.com/support-center/how-to-import-a-plate-from-dxf#Smooth-import-of-plate-shape-from-dxf\">Smooth import of plate shape from DXF</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\">Enhanced parametric design templates</a></li>\n <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Regional improvements</a></li>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes</a></li>\n</ul>\n<h2>BIM and Checkbot</h2>\n<ul>\n <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Multi-management and grouping tools in Checkbot</a></li>\n <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Parameters made useful for everyone</a></li>\n <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">HILTI PROFIS plugin in Checkbot</a></li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">60% faster FEA imports to Checkbot</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\">IFC export from Checkbot</a></li>\n <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Advanced import of connectors from CAD tools</a></li>\n <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Supported BIM links in version 24.1</a></li>\n</ul>\n<h2>Usability and Licensing</h2>\n<ul>\n <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Project settings</a></li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Shared preferences across the whole tool range</a></li>\n <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Single Sign-on for public use</a></li>\n <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Closing the gap between Viewer and Connection</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\">License usage reports in the User Portal</a></li>\n</ul>\n<h2>Full release 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"value": "<p>Next to the <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">highlights in version 24.0</a>, read the full list of the new functionality:</p>\n<h2>Steel Design</h2>\n<p><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">Parametric templates in Connection Library</a> (patch 23.1.5)</p>\n<p><a data-item-id=\"987e0d3d-116f-47b8-8fea-cd8dde608cc3\" href=\"\">Clear, user-defined sketches in the report</a></p>\n<p><a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\">Automatic weld sizing to ductility</a> (patch 23.1.4)</p>\n<p><a data-item-id=\"b5fdc985-c8bd-41af-abf8-d6722fc84d43\" href=\"\">Automatic weld sizing to capacity estimation</a></p>\n<p><a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\">Partial Joint Penetration (PJP) groove welds</a></p>\n<p><a data-item-id=\"659f367d-2583-4cff-8e95-d103961e93bb\" href=\"\">Steel pins</a></p>\n<p><a data-item-id=\"cc8f87c9-d20b-43dd-aa50-854bfddabc04\" href=\"\">Hooked anchors/L-bolts in AISC/ACI</a> </p>\n<p><a data-item-id=\"7e5fca20-7db7-41f7-a89f-a1bcdb4bbe67\" href=\"\">Check of anchor tension as bolt tension option (AS)</a></p>\n<p><a data-item-id=\"a22aefcd-b75f-4a55-a16e-0f1d664dd7e2\" href=\"\">Change the language of Report</a></p>\n<p><a data-item-id=\"5e75040c-50fe-4c63-9b78-57ae7396de1d\" href=\"\">Sliding option for foundation block</a> (patch 23.1.1)</p>\n<p><a data-item-id=\"a6f88986-2d1f-4407-973c-9f1f382900ab\" href=\"\">Cut of plate in parallel planes</a> (patch 23.1.1)</p>\n<p><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Extend the member using the cut operation</a></p>\n<p><a data-item-id=\"e57e8357-eae9-4024-8feb-cd0ce202a389\" href=\"\">New template dialog for Connection library designs</a> (patch 23.1.2)</p>\n<p><a data-item-id=\"a0b76010-c894-49fe-9629-8ef7ed3e187c\" href=\"\">Consistency in Connection and Member models</a></p>\n<p><a data-item-id=\"03ea11dc-fc23-454d-bda3-174d43e9cbe0\" href=\"\">Limiting short lines in imported DXF files</a> (patch 23.1.2)</p>\n<p><a data-item-id=\"c5362247-bbd0-4f61-a0bf-d229ff2fa1aa\" href=\"\">High-strength steel notifications</a></p>\n<p><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Out of surface load warning in Member</a> (patch 23.1.1)</p>\n<p><a data-item-id=\"5d596a87-216d-478c-9091-8e8f710ad06e\" href=\"\">Autodesign of bolts to shear</a></p>\n<p>Connection Library database increased from 400k to 1000k, with new filters (AISC/EN,…) </p>\n<h2>Concrete Design</h2>\n<p><a data-item-id=\"382192dd-b0af-4352-b8e2-67196db3c59f\" href=\"\">3D Detail - Reinforced concrete footings</a> (BETA)</p>\n<p><a data-item-id=\"62787805-f419-46e2-a87d-5e9d938e10a3\" href=\"\">3D Detail - Wall members subjected to general load</a> (BETA)</p>\n<p><a data-item-id=\"6ef53c71-e5ea-449b-86e5-e040904eac1d\" href=\"\">Import of anchoring from Connection to Detail</a> (BETA)</p>\n<p><a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\">Detail Property Grid - Multiselect / Multiedit</a></p>\n<p><a data-item-id=\"a1254395-e1e9-4f5f-9cb2-659d78636ef7\" href=\"\">Customizable report tab in Detail</a> (patch 23.1.5)</p>\n<p><a data-item-id=\"ede447fe-7a31-421c-951b-b4b5d291ff2d\" href=\"\">RCS API for streamlined and efficient design processes</a> (patch 23.1.3)</p>\n<p><a data-item-id=\"9012b52a-b65e-4cfc-85a4-e9c162efad3a\" href=\"\">Simple insertion of table inputs into Detail</a> (patch 23.1.2)</p>\n<p><a data-item-id=\"6654c799-ecbd-4976-8353-eff77670b4fb\" href=\"\">User interface improvements in Detail</a> (patch 23.1.3)</p>\n<p><a data-item-id=\"95355659-ef2e-4d09-8b3c-5cc0c754a535\" href=\"\">Presentation of relevant curve results in detailed graphs in Detail</a> (patch 23.1.3)</p>\n<p><a data-item-id=\"fc697d71-bb97-4925-a4df-028ce07e4da4\" href=\"\">Unified Materials tab for the management of cross-sections and materials in Detail</a> (patch 23.1.4)</p>\n<p><a data-item-id=\"26ad13f0-a9a6-4d9b-b4e0-2dfd6e751164\" href=\"\">SIA 262:2013 in RCS and Beam</a></p>\n<p><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Accurate calculation of the shear resistance of slabs</a> (patch 23.1.2)</p>\n<h2>BIM and Checkbot</h2>\n<p><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free structural design hub for all supported FEA and CAD</a></p>\n<p><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">Checkbot ready for big projects</a></p>\n<p><a data-item-id=\"8e0407fe-f601-4810-b98b-3725be29d5e9\" href=\"\">Viewer improvements</a></p>\n<p><a data-item-id=\"5f472db6-1854-4ad5-af58-135aebafeb08\" href=\"\">Enhanced 3D scene interaction and property management in Checkbot</a> (patch 23.1.4)</p>\n<p><a data-item-id=\"9084a334-04a2-467b-b4d1-e373b500fd15\" href=\"\">Tekla BimApi link available on GitHub</a></p>\n<p><a data-item-id=\"c47fe8a4-faa9-45bd-9e52-346863674f26\" href=\"\">Supported versions in 24.0</a></p>\n<h2>Usability and Licensing</h2>\n<p><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Single Sign-on (SSO)</a> </p>\n<p><a data-item-id=\"71c42530-7c6f-4d69-82ba-5848a74e0ba1\" href=\"\">User Portal - redesign & enhancements</a></p>\n<p><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Shared settings within the whole tool range</a></p>\n<p><a data-item-id=\"681b748a-eb87-4148-8329-a31be6a2c184\" href=\"\">Error handling with Support center integration</a> (patch 23.1.3)</p>\n<p><a data-item-id=\"27ac2cc3-d891-4fcd-af3f-ea3b93fbb440\" href=\"\">In-app tooltips and links with Support Center</a></p>\n<p><a data-item-id=\"6a6fd072-8be0-48d4-9319-5a3ebf2ad0c7\" href=\"\">Keyboard shortcuts (hotkeys) in IDEA StatiCa apps</a></p>\n<p>New Portuguese (Brazilian) language in apps</p>\n<h2>Full release notes</h2>\n<p>Below, you can download the <strong>Release notes </strong>for IDEA StatiCa 24.0 in PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"dcd40b7f_0645_01b4_2a83_60389858c52f\"></object>"
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"value": "<h2>News for Steel</h2>\n<p>Another wish fulfilled for our users - <strong>pins as a new fastener type</strong> can be used for modeling <strong>pin connections</strong> as well as help in cases where a <strong>one-bolt connection</strong> doesn't meet the Eurocode requirement. </p>\n<figure data-asset-id=\"436c3a72-0182-463d-8a3a-032c3c37a192\" data-image-id=\"436c3a72-0182-463d-8a3a-032c3c37a192\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cfc7303a-bf85-4e0a-b241-34a953f881db/Steel%20pins0a.png\" data-asset-id=\"436c3a72-0182-463d-8a3a-032c3c37a192\" data-image-id=\"436c3a72-0182-463d-8a3a-032c3c37a192\" alt=\"\"></figure>\n<p>The integration of <strong>parametric templates</strong> into the <strong>Connection Library</strong> allows users to create and use a <strong>universal collection of templates</strong> that can be effortlessly customized and swiftly used saving time of repetitive input.</p>\n<p>Another time cutter - <strong>automatic weld sizing and the auto-design of bolts</strong> provide faster modeling and absolutely safe design of welded and bolted connections. Discover also the set of enhanced modeling features in Connection and Member, whether it's the <strong>plate-cutting method </strong>or<strong> sliding support</strong> option.</p>\n<p>Are you working internationally? You can now <strong>choose the language of your Report</strong> regardless of your application language. But that is not yet the full list!</p>\n<h2>News for Concrete and Prestressing</h2>\n<p>The revolutionary 3D Detail is here! In its released BETA version, we focused on the biggest pains among the engineering community - <strong>anchoring in reinforced concrete blocks</strong> and <strong>reinforced walls loaded out-of-plane</strong>. 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The <strong>Detail app </strong>got many more improvements, such as <strong>multi-select with bulk modifications</strong>, <strong>faster 3D scenes</strong>, comprehensive <strong>user interface tools,</strong> etc. Its <strong>report </strong>can now be much better<strong> customized, organized</strong>, and enriched by the advanced <strong>Bill of Material</strong>.</p>\n<p>For the advanced users and programing fans there is the <strong>new API for the RCS app</strong>. It is based on REST technology, with clients for both <strong>.Net (C#), Python and other languages</strong> and provides a user-friendly tool for the<strong> optimization and automation</strong> of concrete structural reinforced cross-section designs. </p>\n<h2>News for BIM links and cloud tools</h2>\n<p>In version 24.0 comes the <strong>free version of the ultimate BIM tool, the Checkbot</strong>. It will replace the free CAD plugins and, at the same time, offer much more functionality to become a<strong> true hub for processing data</strong> from various software and <strong>sharing between everybody </strong>involved in a project. We have also tuned the <strong>import data stream </strong>so that Checkbot is now able to read data quickly and deal with massive projects without slowing down. </p>\n<figure data-asset-id=\"d1f88a30-518d-417a-b916-1f464baa8749\" data-image-id=\"d1f88a30-518d-417a-b916-1f464baa8749\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d43d05c-c1b6-4d1f-88db-a58543c5ea45/Free%20checkbot%20title.png\" data-asset-id=\"d1f88a30-518d-417a-b916-1f464baa8749\" data-image-id=\"d1f88a30-518d-417a-b916-1f464baa8749\" alt=\"\"></figure>\n<p>The <strong>free online Viewer </strong>has been revamped and upgraded with high-quality servers for <strong>much faster and reliable interaction</strong>. 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"value": "<p>Released February 5, 2026</p>\n<table><tbody>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00068492</td><td>The error of \"Value cannot be null\" in the Beam model was fixed</td></tr>\n <tr><td>00068693</td><td>The issue with the advanced LTB calculation and missing results in Beam has been solved</td></tr>\n <tr><td><strong>BIM links / Checkbot</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00068322</td><td>The issue with opening the HILTI window has been fixed</td></tr>\n <tr><td>00067937</td><td>An issue with the data import from SCIA into Checkbot has been fixed</td></tr>\n <tr><td>00068058</td><td>An issue preventing logging into the Hilti Profis plugin when launched from Checkbot has been fixed</td></tr>\n <tr><td>00068730</td><td>Fixed the issue with multiple exports of IFC files</td></tr>\n <tr><td>00068924</td><td>A bug preventing logging into the Hilti Profis plugin when launched from Checkbot was fixed</td></tr>\n <tr><td>00068942</td><td>A bug preventing logging into the Hilti Profis plugin when launched from Checkbot was fixed</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00066805</td><td>The incorrect dimensioning of the box girder cross-section was fixed</td></tr>\n <tr><td>00067144</td><td>The issue with special characters in the temp folder is solved</td></tr>\n <tr><td>00067773</td><td>An issue with the incorrect cut of members has been fixed</td></tr>\n <tr><td>00068042</td><td>The issue of the cut operation not working for negative volume with a hollow section was fixed</td></tr>\n <tr><td>00068484</td><td>An issue with IFC files has been fixed</td></tr>\n <tr><td>00068562</td><td>Images in the report and generated correctly</td></tr>\n <tr><td>00068692</td><td>An issue with the wrong language in the report was fixed</td></tr>\n <tr><td>00068699</td><td>An issue with zoomed-in drawing in the report has been fixed</td></tr>\n <tr><td>00068720</td><td>The problem of images in the report not properly fitting on the pages when exporting to PDF was fixed</td></tr>\n <tr><td>00068735</td><td>The issue with Checkbot error LanguageInReport@01 was solved</td></tr>\n <tr><td>00068758</td><td>The incorrect scaling of drawings from the Bill of Materials in the Detailed report was fixed</td></tr>\n <tr><td>00068923</td><td>The incorrect scaling of drawings from the Bill of Materials in the Detailed report was fixed</td></tr>\n <tr><td>00068986</td><td>The issue of images of the shape of plates not properly shown in the report tables in the Bill of Materials was fixed</td></tr>\n <tr><td><strong>Connection Library</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00068308</td><td>An issue with the import of a template with user user-defined cross-section was fixed</td></tr>\n <tr><td><strong>Detail</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00067946</td><td>Zero material properties in IDEA StatiCa Connection for concrete block had caused the error in the Detail app. The issue was fixed by the replacement of the material properties of the concrete block</td></tr>\n <tr><td>00068162</td><td>The issue related to the material causing the analysis to fail has been fixed</td></tr>\n <tr><td>00068578</td><td>After an anchoring model was imported from Connection into Detail, the base plate and the anchors were in different places than they were supposed to be. 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"value": "<p>Released January 13, 2026</p>\n<table><tbody>\n <tr><td><strong>All applications</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00067874</td><td>An issue of not being able to start the application has been fixed</td></tr>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00067589</td><td>Errors in the Beam model solved</td></tr>\n <tr><td>00068280</td><td>The RCS app launched from the Beam was not able to save the RCS project on the hard drive via the Save as feature. Issue fixed</td></tr>\n <tr><td>00068481</td><td>Error in advanced LTB analysis solved</td></tr>\n <tr><td><strong>BIM/Checkbot</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00066146</td><td>Fixed STAAD.Pro BIM link</td></tr>\n <tr><td>00066953</td><td>An issue with the import of connections from Advance Steel 2026 has been fixed</td></tr>\n <tr><td>00067275</td><td>The incorrect rotation of members during the SAP2000/ ETABS import process into Checkbot was fixed</td></tr>\n <tr><td>00067291</td><td>An issue with the import of connections from Advance Steel 2025 has been fixed</td></tr>\n <tr><td>00067562</td><td>The issue with incorrect report settings when opening Connection from Checkbot after defining the report settings in the project settings via Launcher has been fixed</td></tr>\n <tr><td>00067759</td><td>The issue with incorrect material settings when opening Connection from Checkbot after defining the default materials in the project settings via Launcher has been fixed</td></tr>\n <tr><td>00068402</td><td>The object reference error that occurred when attempting to change the connection name in Checkbot has been fixed</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00066145</td><td>The picture of strain for the general cross-sections corrected</td></tr>\n <tr><td>00066792</td><td>A typo in the Connection report for Eurocode (EN) projects in the Interaction of tensile and shear forces in concrete check (VRd,cb instead of VRd,cp) corrected</td></tr>\n <tr><td>00066829</td><td>The bug causing wrong cross-section characteristics for composite sections was solved</td></tr>\n <tr><td>00066890</td><td>The root cause has been identified and fixed to prevent the failure to open</td></tr>\n <tr><td>00067043</td><td>An issue with the modelling of notches for inclined members has been fixed</td></tr>\n <tr><td>00067163</td><td>Fixed random failures of app startup due to a collision with 3rd party SW</td></tr>\n <tr><td>00067174</td><td>The issue has been fixed by preventing the weld from being created 2x</td></tr>\n <tr><td>00067196</td><td>Issue with the order of items in the report solved</td></tr>\n <tr><td>00067324</td><td>An issue with the position of pictures in the report has been fixed</td></tr>\n <tr><td>00067369</td><td>Issue with editing a DXF plate solved</td></tr>\n <tr><td>00067395</td><td>The error with the Sequence contains no matching element is fixed</td></tr>\n <tr><td>00067480</td><td>Fixed the application of the top of steel splice template</td></tr>\n <tr><td>00067647</td><td>The letter Ł is enabled</td></tr>\n <tr><td>00067769</td><td>The issue with the unsuccessful buckling analysis for the pinned connection has been fixed</td></tr>\n <tr><td>00067814</td><td>The error of sequence contains no matching element was solved in the Connection app</td></tr>\n <tr><td>00067897</td><td>The problem was caused by the same bug that caused wrong profile characteristics for composite sections, and was solved. The unexpected stiffness result was subsequently also solved</td></tr>\n <tr><td>00067900</td><td>Issue with empty result table for preloaded bolts in the CSA code solved</td></tr>\n <tr><td>00068001</td><td>The error in the report generation was solved</td></tr>\n <tr><td><strong>Detail</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00067572</td><td>Detailed report in Detail 2D was not generating; the problem is fixed</td></tr>\n <tr><td>00067730</td><td>The issue with the difference between VRd,s in Connection and 3D Detail is fixed</td></tr>\n <tr><td>00067871</td><td>The issue of a nonconformity error stating that the head diameter must be at least 1.2 times the shank diameter, despite this not being the case, has been fixed</td></tr>\n <tr><td>00068014</td><td>The reason was a bug in the result-saving. The result file has been detached from the model. 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"value": "<p>Released August 7, 2025</p>\n<table><tbody>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00062535</td><td>The visualization issue in the detailed Beam report for the Dutch language has been fixed</td></tr>\n <tr><td>00063019</td><td>Fixed the incoherent reaction forces in the Beam</td></tr>\n <tr><td><strong>BIM links</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00062014</td><td>Added support for different GCS definitions for the import of channel profiles from STAAD.Pro</td></tr>\n <tr><td>00062482</td><td>The issue with copying the weld size and material for the shear lug from the reference joint has been resolved</td></tr>\n <tr><td>00062550</td><td>Export from the BIM app to IDEA StatiCa Beam was fixed</td></tr>\n <tr><td>00062659</td><td>An issue with merging members in Checkbot has been fixed</td></tr>\n <tr><td>00062670</td><td>An issue with the CF general cross-section has been fixed</td></tr>\n <tr><td>00062750</td><td>An issue with redefining cross-sections in the mapping table in Checkbot has been fixed</td></tr>\n <tr><td>00062751</td><td>An issue with defining flat bars using the IS code has been fixed</td></tr>\n <tr><td>00062857</td><td>The issue with copying the weld size and material for the shear lug from the reference joint has been resolved</td></tr>\n <tr><td>00063069</td><td>The issue with the incorrect display of multiple reports in Checkbot was solved</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00059472</td><td>An issue with operations that were reverting to default values has been fixed</td></tr>\n <tr><td>00059795</td><td>The issue with operations reverting to default values has been resolved</td></tr>\n <tr><td>00060107</td><td>The issue where previous operations reverted to default after adding a new operation has been resolved</td></tr>\n <tr><td>00060182</td><td>An issue related to Company/Personal Connections, where the geometry appears broken when creating a new connection in v25, has been resolved for newly published templates </td></tr>\n <tr><td>00060908</td><td>The issue with operations reverting to default values has been resolved</td></tr>\n <tr><td>00061224</td><td>The logo size in the report was enlarged</td></tr>\n <tr><td>00062082</td><td>A fix of a case where multiple tubular members connect </td></tr>\n <tr><td>00062189</td><td>A fix for starting the Connection application</td></tr>\n <tr><td>00062248</td><td>Fix of an issue that prevented the application from displaying results after calculating all project items at once</td></tr>\n <tr><td>00062363</td><td>An issue when creating multiple general cross-sections has been resolved</td></tr>\n <tr><td>00062390</td><td>The issue with the shrunken logo in the Connection report has been fixed</td></tr>\n <tr><td>00062392</td><td>The issue, when the property grid was not refreshed after the member cross-section was changed, is fixed </td></tr>\n <tr><td>00062426</td><td>Corrected visibility of slotted holes in the Viewer</td></tr>\n <tr><td>00062534</td><td>Fixed automatic parameter update</td></tr>\n <tr><td>00062544</td><td>The definition of welds in CSA has been fixed; the connection of a rod to the column web is calculated.</td></tr>\n <tr><td>00062555</td><td>Summary results visibility fixed for the model with friction</td></tr>\n <tr><td>00062572</td><td>The project created in the previous version opens without an error message</td></tr>\n <tr><td>00062594</td><td>Bolt results are now in sync with the Check and Report tabs</td></tr>\n <tr><td>00062602</td><td>Problematic connection between tubular member and weld - workaround was offered (rotation or different division of tubular section)</td></tr>\n <tr><td>00062759</td><td>The position of the shear centre represented by the y0 value was not zero for the doubled channel section. 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The problem has been fixed</td></tr>\n <tr><td>00060532</td><td>The calculation was not performed with a warning message that no combination for ULS checks has been defined. The bug has been fixed</td></tr>\n <tr><td>00060554</td><td>The result table for concrete stresses and strains in Detail 3D has been fixed</td></tr>\n <tr><td>00060674</td><td>Very fine mesh around the anchors caused the calculation not to perform. The mesh size around the anchors has been edited</td></tr>\n <tr><td>00060813</td><td>Incorrect surfaces were displayed in the scene after the CUT operation, and it was impossible to relate any items to them. The bug has been fixed</td></tr>\n <tr><td>00060832</td><td>The effects of self-weight were not taken into account in the internal forces and reactions in Detail 2D. The bug has been fixed</td></tr>\n <tr><td>00061172</td><td>The prestressing templates for 2D Detail have been fixed. 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"value": "<p>Released December 12, 2023</p>\n<table><tbody>\n <tr><td><strong>All applications</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00039453</td><td>The issue about the cut operation related to this case has been repaired </td></tr>\n <tr><td>00041557</td><td>A warning has now been added when creating general sections using cold-formed sections. The welding of such sections in this manner is not recommended</td></tr>\n <tr><td>00042281</td><td>An issue with welded cross sections has been fixed, and warnings have now been added</td></tr>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00042514</td><td>The problem with detailed report generation in the Beam application was solved</td></tr>\n <tr><td>00042879</td><td>Fixed crashing of Beamm app during deflections calculation</td></tr>\n <tr><td>00043184</td><td>Fixed generation of incomplete reports in the Beam app</td></tr>\n <tr><td><strong>BIM links</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00037839</td><td>The problem with importing combinations from Checkbot to Member has been solved</td></tr>\n <tr><td>00041464</td><td>Fixed manufacturing operation Cuts of member while importing model from Tekla structures through IDEA Checkbot.</td></tr>\n <tr><td>00042010</td><td>Fixed wrong import of tapered sections into IDEA StatiCa BIM from midas Civil</td></tr>\n <tr><td>00042014</td><td>The messaging was improved when updating the model or merging members in Checkbot</td></tr>\n <tr><td>00042024</td><td>The issue with the local axis and importing of internal forces from RFEM has been fixed</td></tr>\n <tr><td>00042392</td><td>An issue with additional operations after import from Tekla has been fixed</td></tr>\n <tr><td>00042466</td><td>There was an issue between TSD 2023 and Idea StatiCa 23.1, and it was solved by updating .NET 6.0</td></tr>\n <tr><td>00042566</td><td>The issue related to the load import from Robot has been fixed</td></tr>\n <tr><td>00043056</td><td>An issue with the wrong geometrical type of member imported from AS has been fixed</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00041216</td><td>The issue when the stiffener was created at the wrong position was fixed</td></tr>\n <tr><td>00041411</td><td>An issue with the operation stiffener has been fixed</td></tr>\n <tr><td>00042002</td><td>Export of anchors using IFC fixed</td></tr>\n <tr><td>00042059</td><td>Fixed wrong calculation of concrete breakout cone area for a group of tensioned anchors</td></tr>\n <tr><td>00042207</td><td>Resolved multiple butt welds over each other to run the analysis</td></tr>\n <tr><td>00042211</td><td>Adaptation of weld evaluation on tubes</td></tr>\n <tr><td>00042293</td><td>Corrected calculation of effective stress area in concrete breakout strength</td></tr>\n <tr><td>00042310</td><td>Fixed failing application of complex connection from Connection library on clean connection in Connection app</td></tr>\n <tr><td>00042450</td><td>Cleat operation with asymmetrical cleat CS generated broken geometry. Problem was fixed</td></tr>\n <tr><td>00042498</td><td>The angle of the stiffening plate has to be set the same as the angle of the connected member</td></tr>\n <tr><td>00042597</td><td>An issue with ARC segments in the DXF import process for custom plates has been fixed</td></tr>\n <tr><td>00042668</td><td>Issue with wrong image size in Connection app report, if 4K resolution in Windows is used, was fixed</td></tr>\n <tr><td>00042730</td><td>Fixed possible crash when deleting or clean materials and the automatic weld is used</td></tr>\n <tr><td>00042841</td><td>Fixed possible crash when deleting or clean materials and the automatic weld is used</td></tr>\n <tr><td>00042880</td><td>Openings are correctly exported to the IFC model</td></tr>\n <tr><td>00042951</td><td>Fixed possible crash when deleting or clean materials and the automatic weld is used</td></tr>\n <tr><td>00042952</td><td>Fixed possible crash when deleting or clean materials and the automatic weld is used</td></tr>\n <tr><td>00043025</td><td>The issue with Connection app crashing during closing file was fixed</td></tr>\n <tr><td>00043268</td><td>The issue related to starting the Connection app has been fixed</td></tr>\n <tr><td>00043432</td><td>Fixed possible crash when deleting or clean materials and the automatic weld is used</td></tr>\n <tr><td>00043542</td><td>An issue with IFC Export has been fixed</td></tr>\n <tr><td><strong>Detail</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00042525</td><td>The issue with the DXF import has been fixed</td></tr>\n <tr><td>00042614</td><td>The issue with applying reinforcement was fixed, and calculation was performed </td></tr>\n <tr><td>00042837</td><td>The issue with the DXF import has been fixed</td></tr>\n <tr><td>00043190</td><td>The calculation of SLS combinations has been fixed</td></tr>\n <tr><td>00043435</td><td>The issue with the DXF import has been fixed</td></tr>\n <tr><td><strong>Member</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00042533</td><td>An issue with adding point loads in Member has been fixed</td></tr>\n <tr><td><strong>RCS</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00036380</td><td>The shear calculation has been improved and implemented</td></tr>\n <tr><td>00042274</td><td>Icon for MPRL launch was added into RCS for easier solution of duplicities in MPRL</td></tr>\n <tr><td>00043229</td><td>In RCS, the wrong identification of concrete cover for crack width calculation was fixed</td></tr>\n</tbody></table>"
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"value": "<p>Released November 21, 2023</p>\n<table><tbody>\n <tr><td><strong>All applications</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00042379</td><td>Crashes of the reinforcement editor during material edit were fixed</td></tr>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00041323</td><td>Additional information about how increments R(i) are converted into internal forces were provided</td></tr>\n <tr><td>00042090</td><td>The problem with wrong deformations and internal forces in TDA analysis when changing the position of supports was fixed</td></tr>\n <tr><td><strong>BIM links</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00029824</td><td>Orientation of cross-section type AEP/AUP is now imported correctly from Robot </td></tr>\n <tr><td>00039574</td><td>Fix in reading the correct load into Connection from Checkbot</td></tr>\n <tr><td>00039989</td><td>Fixed labels of combinations in Results</td></tr>\n <tr><td>00040308</td><td>The issue with importing combinations from Checkbot to Connection has been fixed</td></tr>\n <tr><td>00041378</td><td>The problem with the SFK error message when exporting Checkbot has been solved</td></tr>\n <tr><td>00041812</td><td>Incorrect display of bolts and welds corrected</td></tr>\n <tr><td>00041847</td><td>An issue with a disconnected network drive has been identified and the error trapped</td></tr>\n <tr><td>00041963</td><td>Improved warning message in Checkbot, when exporting to SAF file in Scia Engineer fails</td></tr>\n <tr><td>00042017</td><td>An issue with missing bolts in a connection import from Advance Steel has been fixed</td></tr>\n <tr><td>00042056</td><td>The issue with the BIM link for Axis7 has been fixed</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00040605</td><td>The ACI code check for the concrete sideface blowout was fixed. The issue was in the 'greater than' operator</td></tr>\n <tr><td>00040617</td><td>The calculation of the stiffness of connection for more activated combinations has been fixed</td></tr>\n <tr><td>00040832</td><td>The calculation report when using stand-off anchors was corrected</td></tr>\n <tr><td>00041168</td><td>The issue with the cut operation has been fixed</td></tr>\n <tr><td>00041311</td><td>Fixed geometry issue that occurs when editing the position of bolt holes in exploded bolt hole pattern</td></tr>\n <tr><td>00041698</td><td>The problem with the IFC export of the model with Rod members is fixed</td></tr>\n <tr><td>00041734</td><td>Doubled fillet weld in the IFC file corrected</td></tr>\n <tr><td>00041835</td><td>A problem with some older connection files has been found and corrected</td></tr>\n <tr><td>00041850</td><td>The missing rod in the IFC file corrected</td></tr>\n <tr><td>00041887</td><td>The issue with unsymmetric stress distribution has been fixed</td></tr>\n <tr><td>00041905</td><td>The problem with boundary lines around images in the report is solved</td></tr>\n <tr><td>00042004</td><td>The wrong position of bolts in the IFC file corrected</td></tr>\n <tr><td>00042015</td><td>The problem with the mesh generation error has been solved</td></tr>\n <tr><td>00042065</td><td>In case of low-level loading or many contacts, some adaptation of setup is needed. Model and mesh: The number of analyses and Divergent iterations count should be doubled</td></tr>\n <tr><td>00042087</td><td>The issue with the bolts' position during exporting the IFC file has been fixed</td></tr>\n <tr><td>00042195</td><td>An issue with incorrect bolt position in the IFC file export from the Connection application has been fixed</td></tr>\n <tr><td>00042198</td><td>The issue with incorrect language in the Design tab solved</td></tr>\n <tr><td>00042337</td><td>The visualization of the bolts that used to appear to be hanging in the air has been corrected and the IFC file now opens as expected</td></tr>\n <tr><td>00042712</td><td>The issue with opening certain connections with concrete has been fixed</td></tr>\n <tr><td><strong>Detail</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00042280</td><td>Delete all feature is working now</td></tr>\n <tr><td><strong>Licensing</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00041267</td><td>The bug in the license agent has been fixed</td></tr>\n <tr><td><strong>Member</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00032604</td><td>The 1D rod member has been added to IDEA StatiCa Member</td></tr>\n <tr><td>00041735</td><td>Fixed issue when a reinforced concrete beam in the Member app was loaded by shear Y and Z direction in separate load cases. 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Now it is possible to switch off internal forces</td></tr>\n <tr><td>00036573</td><td>The information about deflections for composite sections was rewritten</td></tr>\n <tr><td><strong>BIM links</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00032347</td><td>Fixed wrong export of cross-section in STAAD.Pro</td></tr>\n <tr><td>00034272</td><td>Exporting the complicated composite section from Beam to Detailhe will not fail anymore</td></tr>\n <tr><td>00035261</td><td>Fixed incorrect export of force and moment components when a combination contains the same load case twice in STAAD.Pro</td></tr>\n <tr><td>00035546</td><td>The issue with the wrong buckling factor for rod members has been fixed</td></tr>\n <tr><td>00035563</td><td>The issue with the import of the 2U cross-section from RSTAB has been fixed</td></tr>\n <tr><td>00035697</td><td>The issue with Tekla export is solved</td></tr>\n <tr><td>00035911</td><td>Corrected issue with data import from RFEM</td></tr>\n <tr><td>00036009</td><td>Fix of transfer of load combinations from RFEM</td></tr>\n <tr><td>00036120</td><td>Corrected member cross-section orientation after export from STAAD.Pro to Member</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00034581</td><td>Influence of shear force when using rod cross-section corrected </td></tr>\n <tr><td>00035026</td><td>The coefficient for filler plates in the Australian Code corrected</td></tr>\n <tr><td>00035124</td><td>The assigning of the negative volume was fixed</td></tr>\n <tr><td>00035311</td><td>Corrected weld constraints for symmetrical beam-to-beam end plate connection to give symmetrical results in weld stress</td></tr>\n <tr><td>00035669</td><td>The issue with .dxf is solved</td></tr>\n <tr><td>00035741</td><td>The issue with disconnected plates of the U profile has been fixed</td></tr>\n <tr><td>00035750</td><td>Load extreme selection functionality has been extended by one condition comparing stresses in members</td></tr>\n <tr><td>00035808</td><td>An issue with missing templates in Connection Library due to cloud storage temporary error has been fixed</td></tr>\n <tr><td>00035829</td><td>Operation Connecting plate when rod cross-section used was corrected</td></tr>\n <tr><td>00035927</td><td>The issue with empty section views has been fixed</td></tr>\n <tr><td>00035933</td><td>Several meshing issues have been identified and fixed</td></tr>\n <tr><td>00035950</td><td>The issue with missing fillet welds after import from Advance Steel has been fixed</td></tr>\n <tr><td>00035970</td><td>Partial safety factors for both welds and bolts in fire design are now available</td></tr>\n <tr><td>00035997</td><td>The issue with identical names of loads corrected</td></tr>\n <tr><td>00036034</td><td>The situation about buckling analysis and negative values was fixed</td></tr>\n <tr><td>00036095</td><td>Fix of an error when generating a report</td></tr>\n <tr><td>00036111</td><td>The issue with meshing around the bolt opening solved</td></tr>\n <tr><td>00036122</td><td>The issue with missing welds of the welded section has been fixed</td></tr>\n <tr><td>00036128</td><td>Mesh generation error - fix of a cut with an offset</td></tr>\n <tr><td>00036163</td><td>The issue with mesh generating was fixed</td></tr>\n <tr><td>00036199</td><td>Warning for incorrect input of geometry added</td></tr>\n <tr><td>00036209</td><td>Welds no longer disappear when Y or Z eccentricity exceeds 1 mm</td></tr>\n <tr><td>00036226</td><td>A bug in the Report generation was fixed</td></tr>\n <tr><td>00036242</td><td>The issue with the discontinuity of welded cross-sections was fixed</td></tr>\n <tr><td>00036260</td><td>Fixed blank report page</td></tr>\n <tr><td>00036324</td><td>There was an issue regarding welded compound sections and eccentricities that has now been fixed</td></tr>\n <tr><td>00036327</td><td>An issue with partially missing welds of a general welded section when setting an eccentricity of a member has been fixed</td></tr>\n <tr><td>00036433</td><td>The weld size now includes intervals of 1/16 inch when using imperial units</td></tr>\n <tr><td>00036476</td><td>The cut operation applied on Stub operation and circular sections was fixed</td></tr>\n <tr><td>00036509</td><td>The issue with the error in the report is solved</td></tr>\n <tr><td>00036540</td><td>Section model views fixed</td></tr>\n <tr><td>00036637</td><td>Workaround is provided for issues with support in image in a report </td></tr>\n <tr><td><strong>Detail</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00035523</td><td>The calculation issue of the model in the general position was fixed</td></tr>\n <tr><td><strong>Member</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00035104</td><td>Corrected issue with meshing in the anchoring operation</td></tr>\n <tr><td><strong>RCS</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00034663</td><td>The issue with the nonconformity message for the crack width check in Dutch is solved</td></tr>\n <tr><td>00034933</td><td>The issue with minimum reinforcement in RCS is solved</td></tr>\n <tr><td>00035481</td><td>The issue regarding shear force capacity in RCS is solved</td></tr>\n <tr><td>00035495</td><td>The issue with art 6.1(9) from the Dutch national annex has been solved</td></tr>\n <tr><td>00035765</td><td>The issue with the order of sections in the report in RCS is solved</td></tr>\n <tr><td>00036495</td><td>Fixed shear and torsion interaction for zero torsion or zero shear cases</td></tr>\n <tr><td>00036620</td><td>The wrong identification of shear reinforcement in the 2D section interaction check was fixed</td></tr>\n</tbody></table>"
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Also, there is now a clear notification that the value of ξ should be explicitly set by the user if it is different than the one defined in the Eurocodes</td></tr>\n <tr><td><strong>BIM links</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00031467</td><td>An issue that results in some loads being missed from the Robot Structural Analysis BIM link has been resolved</td></tr>\n <tr><td>00033702</td><td>Several issues regarding sections and load effects with the RFEM6 BIM link have been identified and fixed</td></tr>\n <tr><td>00034106</td><td>Import of internal forces has been fixed by export to IDEA StatiCa Checkbot</td></tr>\n <tr><td>00034171</td><td>Import of the circular hollow section for parametrized profile was fixed</td></tr>\n <tr><td>00034300</td><td>Failing export of connections from STAAD.Pro to Checkbot fixed</td></tr>\n <tr><td>00034371</td><td>The issue with the import of parallel flat bars from RFEM has been fixed</td></tr>\n <tr><td>00034676</td><td>The problem with Tekla export was solved</td></tr>\n <tr><td>00034691</td><td>The error message \"Unable to import cross-section\" when importing connections from RFEM 6 resolved</td></tr>\n <tr><td>00034732</td><td>An issue with the incorrect (opposite) direction of the concrete block and anchors in the baseplate connection after the import to the Checkbot app has been fixed</td></tr>\n <tr><td>00034764</td><td>Issues with specific operations of connections after opening the structure as a whole in the Member application have been fixed</td></tr>\n <tr><td>00034774</td><td>Incorrect import of RHS (rotating about the main axis) from SCIA Engineer fixed</td></tr>\n <tr><td>00034835</td><td>The issue with the import of load effects from RStab has been fixed</td></tr>\n <tr><td>00034996</td><td>The wrong import of forces from AXIS VM model to Checkbot was fixed</td></tr>\n <tr><td>00034997</td><td>The issue with the graphical representation of hollow profiles imported from RFEM has been fixed</td></tr>\n <tr><td>00035064</td><td>The error message \"Duplicated load case\" when importing connections from RFEM 6 resolved</td></tr>\n <tr><td>00035314</td><td>The issue with incorrect geometry of the parametric cross-section imported from RFEM has been fixed</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00032093</td><td>The problematic cut and weld in Connection were fixed</td></tr>\n <tr><td>00032498</td><td>The bug consisting of showing the wrong result of the buckling factor for a rod connected by a connecting plate operation in certain connection models resolved</td></tr>\n <tr><td>00032879</td><td>Incorrect results in checks of symmetrical anchoring with beta angle 0° and 180° fixed</td></tr>\n <tr><td>00033014</td><td>The Connection Library template was updated and fixed</td></tr>\n <tr><td>00033735</td><td>The problematic cut of a tube by another tube was fixed</td></tr>\n <tr><td>00033893</td><td>Cut of a diagonal by a work plane was implemented</td></tr>\n <tr><td>00034034</td><td>Problem with detecting multiple anchor groups when going through multiple plates and determining the effective area required for the concrete breakout checks resolved</td></tr>\n <tr><td>00034183</td><td>The the issue with the incorrect definition of the free edge has been fixed</td></tr>\n <tr><td>00034236</td><td>Tha tab with summary results for HT analysis has been added to the report</td></tr>\n <tr><td>00034240</td><td>The incorrect definition of stiffeners was fixed</td></tr>\n <tr><td>00034362</td><td>An issue impacting the .pdf export from the Report tab has been fixed, the sizes should now correspond to a standard A4</td></tr>\n <tr><td>00034553</td><td>Issue with missing borders and headings at the exported tables to DOC file was solved</td></tr>\n <tr><td>00034596</td><td>Issue with wrong results in the Developer mode corrected</td></tr>\n <tr><td>00034693</td><td>Issue with missing borders and headings at the exported tables to DOC file was solved</td></tr>\n <tr><td>00034798</td><td>Problem with an anchor missing in the calculation fixed</td></tr>\n <tr><td>00034811</td><td>The messaging of \"out of scope\" issues was enhanced</td></tr>\n <tr><td>00034836</td><td>The issue with Tekla export to IDEA was solved</td></tr>\n <tr><td>00034870</td><td>It was not really a bug, but issue was explained more clearly to the client.</td></tr>\n <tr><td>00034892</td><td>Issue with missing Weld and Plate name symbols in the Connction app - 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error message fixed</td></tr>\n <tr><td>00031154</td><td>Error with changing the Stiffener type (in Shifted end plate operation) from 'Full' to 'None' was fixed</td></tr>\n <tr><td>00031302</td><td>Errors in the bolt group dialog, when a shear lug was selected, have been fixed</td></tr>\n <tr><td>00031308</td><td>The issue with removal of stiffener plate was solved</td></tr>\n <tr><td>00031324</td><td>Bolt bearing checks when in slotted holes have been solved</td></tr>\n <tr><td><strong>Detail</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00028768</td><td>The equilibrium issue is solved</td></tr>\n <tr><td>00030924</td><td>The issue with short-term losses is solved</td></tr>\n <tr><td><strong>Member</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00030548</td><td>The member with TT cross-section can be calculated now</td></tr>\n <tr><td>00031110</td><td>The graphics associated with connections in Checkbot and Connection have been harmonized</td></tr>\n <tr><td><strong>RCS</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00028487</td><td>Issue with sigma cp was solved</td></tr>\n <tr><td>00028921</td><td>Issue with brittle failure was solved</td></tr>\n <tr><td>00030032</td><td>Issue with RCS fatigue total lifecycle was solved</td></tr>\n <tr><td>00030321</td><td>The name of the equations was updated according to new SIA</td></tr>\n <tr><td>00030440</td><td>Issue with RCS fire resistance was solved (interpolation between values from table is now applied)</td></tr>\n <tr><td>00031010</td><td>The calculation of crack width is corrected</td></tr>\n <tr><td>00031353</td><td>We had meeting with Lukas Bobek and clarified how IDEA works, also some bugs were resolved</td></tr>\n <tr><td><strong>Viewer</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00030292</td><td>Incorrect import of the connection has been solved</td></tr>\n <tr><td>00030426</td><td>Incorrect import of the connection has been solved</td></tr>\n <tr><td>00030507</td><td>Incorrect import of the connection has been solved</td></tr>\n <tr><td>00030749</td><td>Incorrect import of the connection has been solved</td></tr>\n <tr><td>00030750</td><td>Incorrect import of the connection has been solved</td></tr>\n <tr><td>00030766</td><td>Incorrect import of the connection has been solved</td></tr>\n <tr><td>00030767</td><td>Incorrect import of the connection has been solved</td></tr>\n <tr><td>00030829</td><td>Incorrect import of the connection has been solved</td></tr>\n <tr><td>00030848</td><td>Incorrect import of the connection has been solved</td></tr>\n <tr><td>00030849</td><td>Incorrect import of the connection has been solved</td></tr>\n <tr><td>00030854</td><td>Incorrect import of the connection has been solved</td></tr>\n <tr><td>00030871</td><td>Incorrect import of the connection has been solved</td></tr>\n</tbody></table>"
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Fixed.</td></tr>\n <tr><td><strong>BIM links</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00020755</td><td>Error message after import of a node from RFEM corrected</td></tr>\n <tr><td>00020884</td><td>Incorrect import of members and loads from RFEM fixed</td></tr>\n <tr><td>00020924</td><td>Incorrect behavior of the button Loads in Checkbot fixed</td></tr>\n <tr><td>00020978</td><td>Synchronization of members merged in Checkbot with original different cross-sections produced an error. 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"urlSlug": "out-of-surface-load-warning-in-member",
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},
{
"codename": "rn_24_0__manual_settings_of_cut_or_cut_extend_func",
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"urlSlug": "manual-control-over-the-extension-of-members",
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{
"codename": "rn_24_0__shear_resistance_of_slabs_in_rcs_431204f",
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"urlSlug": "accurate-calculation-of-the-shear-resistance-of-slabs",
"type": "support_center_article"
},
{
"codename": "rn_24_0__free_checkbot_for_all_supported_fea_and_c",
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"urlSlug": "checkbot-free-the-structural-design-hub-for-fea-and-cad-data",
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{
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},
{
"codename": "rn_24_0__release_notes_idea_statica_24_0___full_ve",
"linkId": "52afe115-4e0f-4c6a-be42-e82757fdb937",
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},
{
"codename": "weld_check_visualization",
"linkId": "b4706514-8348-4710-918e-fd6b6e80c5f5",
"urlSlug": "welds-autodesign-input-warnings-visualization",
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},
{
"codename": "rn_23_1__shear_force_position_input_and_visualizat",
"linkId": "a92ec89a-9706-46a2-9681-e08ce1a1cec9",
"urlSlug": "shear-force-position-input-and-visualization",
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},
{
"codename": "rn_23_1__yield_strength_reduction_for_high_strengt",
"linkId": "1352883b-0a63-4fa5-b379-7fa5536c9b4e",
"urlSlug": "yield-strength-reduction-for-high-strength-steel-hollow-sections",
"type": "support_center_article"
},
{
"codename": "rn_23_1__warning_for_welds_and_bolts_connecting_th",
"linkId": "139d124d-d3e0-463d-979a-86ae271d3e81",
"urlSlug": "warnings-for-welds-and-bolts-connecting-the-same-plates",
"type": "support_center_article"
},
{
"codename": "rn_23_1__packing_plate__filler_plate__recognition",
"linkId": "1148f543-3884-4985-b774-b8cc13147689",
"urlSlug": "filler-plate-packing-plate-recognition",
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},
{
"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",
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},
{
"codename": "rn_23_1__notes_in_report_about_not_performed_check",
"linkId": "26962c6a-7395-4994-b91c-2f02923d157f",
"urlSlug": "limitations-to-checks-of-anchors",
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},
{
"codename": "rn_23_1__detailed_calculation_of_connection_design",
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"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": "release-notes-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": "updated-cbfem-solver",
"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",
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},
{
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"linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
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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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"type": "support_center_article"
},
{
"codename": "rn_20_1__bolt_bearing_distances__en_",
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"urlSlug": "bolt-bearing-distances-for-eurocode",
"type": "support_center_article"
},
{
"codename": "rn_20_1__connecting_plate_eccentricity",
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"urlSlug": "connecting-plate-eccentricity",
"type": "support_center_article"
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{
"codename": "release_notes_idea_statica_steel_20_1",
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"type": "support_center_article"
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{
"codename": "release_notes_idea_statica_concrete_20_1",
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"urlSlug": "release-notes-idea-statica-concrete-20-1",
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},
{
"codename": "release_notes_idea_statica_steel_20",
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"urlSlug": "release-notes-idea-statica-steel-20",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20",
"linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
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],
"name": "Content",
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"value": "<h2>Version compatibility</h2>\n<p>IDEA StatiCa software version (e.g., 22.1.3.0789) is described by a number represented by the major version (22), minor version (.1), patch number (.3), and build number (.0789).</p>\n<p>Every major and minor version of IDEA StatiCa applications changes project data and makes it impossible to use in the previous versions. This means if you create or save a project in version 22.1, you can not open it in 22.0.</p>\n<p>However, patches within the same version are compatible, so if you create or save a project in patch 22.1.3, you can still open it in patch 22.1.0.</p>\n<p>The cloud services, such as the <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a>, always generate project files in the latest IDEA StatiCa version and patch released.</p>\n<h2>Opening an old project in a newer version</h2>\n<p>Models designed in older versions of IDEA StatiCa may show differences when you upgrade to the newest version. When upgrading to a newer version of the program, you may encounter some differences associated with opening models created in older versions. </p>\n<p>To get updated, please read the <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">release notes</a> for every major and minor version released, together with patch updates and <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">lists of resolved bugs</a>.</p>\n<p>Below is a list of the most important changes for each new version of the program that may lead to some changes in results:</p>\n<h3>Changes in version 25.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a href=\"https://preview.ideastatica.com/support-center/smooth-results-with-precise-meshing#25-1-CHS-mesh\">Update of the FEM mesh for CHS members</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/updated-cbfem-solver#member-calculation-25-1\">Stepped analysis in Member</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/steel-pins#25-1-pin-buckling\">Buckling calculation of models with pins</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/connection-analysis-0-or-doesn-t-reach-100#warning-big-deformation\">Large deformation warning</a></li>\n</ul>\n<p>CONCRETE</p>\n<p>There were several essential improvements to the underlying analysis model. The anchor mesh has been refined, the bond stiffness has been recalibrated, and the whole system of constraints between anchors and concrete block has been enhanced to better reflect real load-slip behavior. In addition, the contact interaction representing the bearing of anchors against concrete under shear loading has been tuned based on internal research, various studies, and code guidance. Altogether, these refinements improve the realism of the load transfer mechanism, which means that the results may differ from previous versions — typically being more realistic and less conservative, while remaining safe.</p>\n<p>Read the <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">highlights</a> and the <a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\">full list of improvements</a> in Release notes IDEA StatiCa 25.1.</p>\n<h3>Changes in version 25.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Geometrically nonlinear analysis</a> (GMNA)</li>\n <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Weld spreading area</a></li>\n</ul>\n<p>Read the <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">highlights</a> and the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 25.0.</p>\n<h3>Changes in version 24.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes improved</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<p>Read the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights</a> and the <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.1.</p>\n<h3>Changes in version 24.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Out of surface load warning in Member</a> (patch 23.1.1)</li>\n <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Extend the member using the cut operation</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Accurate calculation of the shear resistance of slabs</a> (patch 23.1.2)</li>\n</ul>\n<p>BIM and CLOUD SERVICES</p>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free structural design hub for all supported FEA and CAD</a>, and termination of the free Viewer plugins</li>\n</ul>\n<p>Read the <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">highlights</a> and the <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.0.</p>\n<h3>Changes in version 23.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Welds – autodesign, input, warnings, visualization</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Shear force position input and visualization</a> (since patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Yield strength reduction for high-strength steel hollow sections</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warning for welds and bolts connecting the same plates</a> (since patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Filler plate (packing plate) recognition</a> (since patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detailed calculation of connection design material values displayed in the plates' result table</a></li>\n <li>AISC steel and bolt grade materials for AISC360-22 (since patch 23.0.4)</li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularity detection in Member</a> (since patch 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check advancements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Release notes IDEA StatiCa 23.1</a>.</p>\n<h3>Changes in version 23.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Qualification checks of seismic prequalified connections for AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Update of ANSI/AISC 360-22, CSA S16:19 standards, and Taiwain sections</a> </li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Anchors with stand-off</a> (since patch 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Eurocode updates to thin-walled members and anchors</a></li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Edge indexing in Member and Connection models</a></li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Load Extreme Selection</a> (since patch 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Limited stress check feature in Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementation of long-term losses in Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Improvements for ACI 318-19 in Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Imperial rounding improvements in Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Equivalent time for deflection in Beam</a> (since patch 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Triangular mesh in concrete Member</a></li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check improvements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Release notes IDEA StatiCa 23.0</a>.</p>\n<h3>Changes in version 22.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle to the grain of the steel-to-timber connections</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">GMNIA solver extended to shear and torsion effects</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes IDEA StatiCa 22.1</a>.</p>\n<h3>Changes in version 22.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium by default</a></li>\n <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis - how the results are displayed</a></li>\n <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a></li>\n <li>Connection Lite update</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of eccentricity definition of a normal force for concrete columns according to Eurocode</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Release notes IDEA StatiCa 22.0</a>.</p>\n<h3>Changes in version 21.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts in version 21.1 and onwards</a></li>\n <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</a></li>\n <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP 16</a></li>\n</ul>\n<p>For users of <strong>Template Manager</strong>, use version 21.1 to <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transfer your designs into the new Connection Library</a>.</p>\n<p>Read the full list of improvements in <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Release notes IDEA StatiCa 21.1</a>.</p>\n<h3>Changes in version 21.0</h3>\n<p>The biggest change since version 21.0 is in the analytical model of members in Connection, please read the <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Updated CBFEM solver</a> article, and the <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Condensed superelements - invisible but essential</a> blog post. The impact of the changes is also described in <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Analysis model improvements in IDEA StatiCa version 21.0</a> article.</p>\n<p>Read the full list of improvements in <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Release notes IDEA StatiCa 21.0</a>.</p>\n<h3>Changes in version 20.1</h3>\n<p>Here, we point out articles describing the main differences between the older and newer version.</p>\n<ul>\n <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Improved model of contacts</a></li>\n <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Butt welds upgraded model</a></li>\n <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Bolt bearing distances for Eurocode</a></li>\n <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Connecting plate eccentricity</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Release notes IDEA StatiCa Steel 20.1</a> and <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Release notes IDEA StatiCa Concrete 20.1</a>.</p>\n<h3>Changes in version 20</h3>\n<p><strong>Cleat manufacturing operation refactoring</strong></p>\n<p>In the previous version Cleat manufacturing operation sometimes made L cross-section legs swapped, mostly while the members were rotated along the longitudinal axis. From now on, the L sections are positioned correctly, and the legs orientation is kept the same while introducing rotation to the member. The new mechanism behind is based on the new member positioning (by its LCS coordinates - rather then it's Rotations).</p>\n<p><strong>Local coordinate systems of the members in FEA/CAD applications</strong></p>\n<p>All member entities in FEA/CAD applications are created in a way that their definition axis has the start and the end. These two points are taken as a vector to define the local coordinate system of the member. In each FEA/CAD application project are these data information stored and can be used during the import. We took advantage of that, and it helps to improve the correctness of our BIM link geometry import. On the other hand, it changes the rules of the game, and the user must pay attention to the way how the model is created in FEA/CAD because it has an impact on the CBFEM Connection model also. We recommend to pay attention while importing from FEA/CAD projects into the version 20, the local coordinate system of the members may change the model to and difference compared to the model imported into the previous versions is eminent. </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=\"Compatibility of versions\"></figure>\n<p><strong>Member application projects compatibility</strong></p>\n<p>IDEA StatiCa Member application passes through agile development, especially the data storage architecture and the guided user interface. Based on this it's obvious that the projects created in the older versions may not be correctly opened in version 20 or the application may fail to open them. Please be aware of that and excuse IDEA StatiCa for inconvenience. </p>\n<p>Read the full list of improvements in <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Release notes IDEA StatiCa Steel 20.0</a> and <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Release notes IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changes in version 10.1 and older</h3>\n<p>One of the reasons behind the new GUI is that a lot of engineers were saying: „IDEA StatiCa Connection needs to be more error-proof”. These “errors” are usually related to:</p>\n<ul>\n <li>Setting the correct <strong>length of members</strong> – in cases of extremely short or long members, this can hugely influence the results. Since version 9, IDEA StatiCa Connection automatically sets an appropriate length of all members.</li>\n <li><strong>Welds </strong>– stress plastic redistribution is by far the most accurate design method for welds and was introduced in version 7.1. During version 8 – and as a transition period - it was the default method, coexisting with the other evaluation methods. Since version 9, this method is the only option available and the other evaluation methods have been removed, to avoid confusion among the users, as we have seen through our helpdesk. This ensures that all welds in the project are safely designed and complying with the code.</li>\n</ul>\n<p>We have implemented several <strong>control mechanisms</strong> for IDEA StatiCa Connection since version 9.0 – automatic-check when the connection is modeled in a recommend way (singularity check, member lengths, their offsets, …). If the connection is not modeled properly, the calculation is interrupted or an error message is displayed. Please be aware that because of all of these improvements, opening projects from previous versions can lead to a different model geometry that may need some further editing.</p>\n<p>We have also improved <strong>meshing </strong>of hollow sections members – IDEA StatiCa Connection since version 9.0 generates finer meshing on hollow section members which might lead to slightly different results compared to older versions.</p>\n<p>We display the compatibility warning on each opening of a project from the older 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=\"Compatibility of versions\"></figure>"
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"value": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8c4e3afa_7abc_015a_67d5_f2fee4434523\"></object>\n<p>Next to the <a href=\"https://preview.ideastatica.com/idea-statica-25-1-release-highlights\">highlights in version 25.1</a>, read the full list of the new functionality: </p>\n<h2>Concrete Design</h2>\n<p><strong>Detail</strong></p>\n<p>3D analysis</p>\n<ul>\n <li><a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Anchor types (headed studs, washer plates, smooth rebars)</a></li>\n <li><a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">Update of Cast-in plates</a></li>\n <li><a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a></li>\n <li><a href=\"https://ideastatica.com/support-center/modeling-options-negative-volume-cutting-plane-and-cut-related-to-center-point#25-1-referenced-to-the-center\">Anchors tied to the base plate and referenced to the center</a></li>\n <li><a href=\"https://ideastatica.com/support-center/loading-and-combinations#the-stub\">Stub of steel member for load transfer</a></li>\n <li><a href=\"https://ideastatica.com/support-center/australian-code-for-detail#anchoring-australian-code\">Australian code for anchoring</a></li>\n</ul>\n<p>2D analysis</p>\n<ul>\n <li><a data-item-id=\"1292bf28-f868-4b04-83fa-add42c2b060b\" href=\"\">Unbonded tendons</a></li>\n <li><a data-item-id=\"182f8ba8-899b-44fc-a1c7-59d562ef8c6c\" href=\"\">Smooth rebars</a></li>\n <li><a href=\"https://ideastatica.com/support-center/australian-code-for-detail#prestressing-australian-code\">Australian code for prestressing</a></li>\n</ul>\n<p>Common improvements</p>\n<ul>\n <li><a data-item-id=\"e2072e23-d102-479f-b977-a0f9d46a3ca6\" href=\"\">Advanced result representation</a></li>\n <li><a data-item-id=\"6276678a-d51d-4c58-ae53-9cefd64caffe\" href=\"\">UK concrete grades</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n <li><a href=\"https://ideastatica.com/support-center/lateral-torsional-buckling-for-prefabricated-beams#rn25-1-ltb-results\">LTB results included in Beam</a> and <a href=\"https://ideastatica.com/support-center/lateral-torsional-buckling-for-prefabricated-beams#rn25-1-rotational-stiffness\">torsional stiffness definition</a></li>\n</ul>\n<h2>Steel Design</h2>\n<p>Enhancements in the anchoring design</p>\n<ul>\n <ul>\n <li><a href=\"https://ideastatica.com/support-center/advanced-anchoring#25-1-anchor-types\">Anchor type selection for better understandability</a></li>\n <li><a href=\"https://ideastatica.com/support-center/advanced-anchoring#25-1-cast-in-plates\">Cast-in plates (Eurocode)</a></li>\n <li><a href=\"https://ideastatica.com/support-center/advanced-anchoring#25-1-more-base-plates-one-block\">Anchoring on different planes</a></li>\n <li><a href=\"https://ideastatica.com/support-center/advanced-anchoring#25-1-anchors-on-edges\">Two base-plates (operations) in one block</a></li>\n <li><a href=\"https://ideastatica.com/support-center/advanced-anchoring#25-1-general-anchors\">General anchor database</a></li>\n </ul>\n</ul>\n<h3>Improvements in the design templates</h3>\n<ul>\n <ul>\n <li><a href=\"https://ideastatica.com/support-center/combination-of-a-parametric-template-and-unrelated-operations#25-1-more-templates\">Multiple templates applicable to one model</a></li>\n <li><a href=\"https://ideastatica.com/support-center/parametric-templates-in-connection-library#25-1-predefined-set\">Improvements of the predefined set</a></li>\n <li><a data-item-id=\"420032ee-9900-4606-bf26-378e996cd665\" href=\"\">Bulk import of templates to Connection Library</a></li>\n </ul>\n</ul>\n<p>Customization of your projects</p>\n<ul>\n <ul>\n <li><a href=\"https://www.ideastatica.com/support-center/how-to-create-and-export-a-report-to-ms-word-pdf-or-dxf-files#25-1-Report-settings\">Saving the report defaults for every Connection project</a></li>\n <li><a href=\"https://ideastatica.com/support-center/saving-of-user-defined-cross-sections-to-mprl#MPRL-25-1\">Saving the general cross-section into MPRL</a></li>\n </ul>\n</ul>\n<p>Regional improvements</p>\n<ul>\n <ul>\n <li><a href=\"https://ideastatica.com/support-center/regional-improvements-in-25-1#25-1-WTsections\">WT sections added to the library (AISC)</a></li>\n <li><a href=\"https://ideastatica.com/support-center/regional-improvements-in-25-1#25-1-ACI318-25\">Implementation of ACI 318-25 (AISC)</a></li>\n <li><a href=\"https://ideastatica.com/support-center/regional-improvements-in-25-1#25-1-anchorage-IS\">Anchorage checks in the Indian Standard (IS)</a></li>\n <li><a href=\"https://ideastatica.com/support-center/regional-improvements-in-25-1#25-1-new-languages\">New languages - 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"value": "<h2>Version 23.1 highlights</h2>\n<p>For steel, we did a lot in <strong>error-proofing and reporting</strong> – welds, load position, and detailing checks. IDEA StatiCa Member now has an input wizard and the ability to select rigid supports, dramatically speeding up your inputs and limiting errors. The <strong>fire design</strong> of connections also includes calculating the temperatures automatically. </p>\n<p>IDEA StatiCa Connection now <strong>generates IFC files</strong>, including all bolts, welds, and materials. Structural engineers can share connection designs with detailers. Our cloud app, <strong>Connection Library</strong>, the world's largest online database of steel connections, allows <strong>downloading and reusing</strong> connection files in the desktop app.</p>\n<p><strong>IDEA StatiCa Detail</strong>, our solution for the structural design of concrete walls and details, has undergone a complete <strong>user interface refactoring</strong>. New facelift of icons and ribbon, new modeling commands, better 3D scene, and more reporting options, all of which make your work much faster.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n776e2c06_3bf8_013b_c3e2_6859776eee5b\"></object>\n<h2>Steel connection design</h2>\n<ul>\n <li><a data-item-id=\"fd5bef4c-e557-461f-83a9-e7895e4cb0e0\" href=\"\">Export of an IFC file from IDEA StatiCa Connection</a></li>\n <li><a data-item-id=\"7b304893-2abe-4b0b-8ef2-5b0a4a55ac23\" href=\"\">Fire resistance – automatic temperature calculation</a></li>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Welds – autodesign, input, warnings, visualization</a></li>\n <li><a data-item-id=\"acaf2460-d59c-48fa-b682-764610d63a22\" href=\"\">The coherent icons and ribbon of IDEA StatiCa Connection</a></li>\n <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\">Connection Library – the world's largest database of downloadable steel connections</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Shear force position input and visualization</a> (since patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Yield strength reduction for high-strength steel hollow sections</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warning for welds and bolts connecting the same plates</a> (since patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Filler plate (packing plate) recognition</a> (since patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detailed calculation of connection design material values displayed in the plates' result table</a></li>\n <li>AISC steel and bolt grade materials for AISC360-22 (since patch 23.0.4)</li>\n <li><a data-item-id=\"a6f88986-2d1f-4407-973c-9f1f382900ab\" href=\"\">Cut of plate in parallel planes</a> (since patch 23.1.1)</li>\n <li><a data-item-id=\"e57e8357-eae9-4024-8feb-cd0ce202a389\" href=\"\">New template dialog for Connection library designs</a> (patch 23.1.2)</li>\n <li><a data-item-id=\"03ea11dc-fc23-454d-bda3-174d43e9cbe0\" href=\"\">Limiting short lines in imported DXF files</a> (patch 23.1.2)</li>\n <li><a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\">Automatic weld sizing</a> (patch 23.1.4)</li>\n <li><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">Parametric templates in Connection Library</a> (patch 23.1.5)</li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Code-setting consistency across Checkbot, Connection, and Member</a> (patch 23.1.5)</li>\n</ul>\n<h2>Steel member design</h2>\n<ul>\n <li><a data-item-id=\"51f637a2-2c12-4e17-ba60-b4d4457f04f8\" href=\"\">Member – rigid support member (RSM)</a></li>\n <li><a data-item-id=\"4485e112-0800-43dd-aa97-a50c144d5d87\" href=\"\">Strengthening of existing steel members</a></li>\n <li><a data-item-id=\"7c6e400b-9efb-4833-8cf7-66e95fc680cf\" href=\"\">Modeling wizard for typical use-cases in Steel Member</a></li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularity detection in Member</a> (since patch 23.0.3)</li>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Out of surface load warning in Member</a> (since patch 23.1.1)</li>\n <li><a data-item-id=\"5e75040c-50fe-4c63-9b78-57ae7396de1d\" href=\"\">Sliding option for foundation block</a> (patch 23.1.1)</li>\n</ul>\n<h2>Design of walls, details, and cross-sections</h2>\n<ul>\n <li><a data-item-id=\"5679b927-4f44-4875-be28-5342542fef8e\" href=\"\">Intuitive ribbon and navigation system for IDEA StatiCa Detail</a>, including,\n <ul>\n <li>Tree of entities, containing all elements of the model in one place</li>\n <li>Ability to add, copy, delete, or rename entities easily</li>\n <li>Filterable specific rebar elements for clarity</li>\n <li>Sortable entities in the tree based on your selected hierarchy</li>\n <li>Easy-to-find tools help you design reinforcement</li>\n </ul>\n </li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check advancements in RCS</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"ee577133-34f8-4ce8-91f9-6f1c2b3c6dba\" href=\"\">Importing reinforcements from DXF files in IDEA StatiCa Detail</a></li>\n <li><a data-item-id=\"605deda1-c4b4-4050-9f9a-99dd7dcc89a1\" href=\"\">Bond model for SLS in Detail</a></li>\n <li><a data-item-id=\"9012b52a-b65e-4cfc-85a4-e9c162efad3a\" href=\"\">Simple insertion of table inputs into Detail</a> (patch 23.1.2)</li>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Accurate calculation of the shear resistance of slabs</a> (patch 23.1.2)</li>\n <li><a data-item-id=\"ede447fe-7a31-421c-951b-b4b5d291ff2d\" href=\"\">RCS API for streamlined and efficient design processes</a> (patch 23.1.3)</li>\n <li><a data-item-id=\"6654c799-ecbd-4976-8353-eff77670b4fb\" href=\"\">User interface improvements in Detail</a> (patch 23.1.3)</li>\n <li><a data-item-id=\"fc697d71-bb97-4925-a4df-028ce07e4da4\" href=\"\">Unified Materials tab for the management of cross-sections and materials in Detail</a> (patch 23.1.3)</li>\n <li><a data-item-id=\"95355659-ef2e-4d09-8b3c-5cc0c754a535\" href=\"\">Presentation of relevant curve results in detailed graphs in Detail</a> (patch 23.1.4)</li>\n <li><a data-item-id=\"a1254395-e1e9-4f5f-9cb2-659d78636ef7\" href=\"\">Customizable report tab in Detail</a> (patch 23.1.5)</li>\n</ul>\n<h2>BIM links and education</h2>\n<p>BIM links reduce modeling time, decrease the number of copy-paste errors, and overcome any issues with data transference. In version 23.1, you can now access our new BIM link with <strong>SDS2</strong> by Allplan as well as an IDEA StatiCa plugin for the <strong>Rhino Grasshopper</strong> tool.</p>\n<ul>\n <li><a data-item-id=\"06245986-c2b4-418b-9cc4-4293cd8ef1bd\" href=\"\">IDEA StatiCa Grasshopper plugin</a></li>\n <li><a data-item-id=\"27e518e3-63ef-4833-9697-67939922ccc8\" href=\"\">BIM link with SDS2 by Allplan</a></li>\n <li><a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"3c53aabc-4cfb-4ede-b6c7-ce1f0426ed69\" href=\"\">BimApi solution for AXIS VM 7, Robot Structural Analysis</a> (since patch 23.0.1)</li>\n <li><a data-item-id=\"32eee9f7-135f-46c5-8b98-19fa9d4b466c\" href=\"\">API/developer documentation website</a></li>\n <li><a data-item-id=\"681b748a-eb87-4148-8329-a31be6a2c184\" href=\"\">Error handling with Support center integration</a> (patch 23.1.3)</li>\n <li><a data-item-id=\"5f472db6-1854-4ad5-af58-135aebafeb08\" href=\"\">Enhanced 3D scene interaction and property management in Checkbot</a> (patch 23.1.4)</li>\n <li>Check the compatibility with your software in the list of <a data-item-id=\"253fe4ea-28e8-425a-8ec3-73c43794ef66\" href=\"\">supported versions in 23.1</a></li>\n</ul>\n<p>To help you <strong>master IDEA StatiCa, we </strong><a data-item-id=\"9b649ffb-9cc1-48a3-b827-442f7cdd2af5\" href=\"\"><strong>redesigned Campus</strong></a>, which provides you with self-paced e-learning courses, each with the option of obtaining professional-level certification.</p>\n<h2>Full release notes</h2>\n<p>Below, you can download the <strong>Release notes </strong>for IDEA StatiCa 23.1 in PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n83dce93b_0400_0115_b282_b0cd688b056d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b9fc97bb_e382_0149_bd60_a03e763bd83f\"></object>"
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"value": "<h2>Version 24.1 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n00bd5b5a_ebfa_011d_7f79_d5340b337f26\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<h2>Concrete Design</h2>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail is verified</strong></a> and ready for the structural design of <strong>anchoring in 3D</strong> while taking into account the <strong>real reinforcement, </strong>solving the task of<strong> </strong>anchors close to concrete edges.</li>\n <li>New<strong> </strong><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>Lateral Torsional Buckling</strong></a> analysis in <strong>Beam app</strong> and <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>SLS combinations</strong></a> in Detail <strong>for precast members design</strong>.</li>\n <li>Ready-made <a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Templates for 2D Detail</strong></a> make the start of modeling process a matter of seconds.</li>\n</ul>\n<h2>Steel Connection Design</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Parametric templates</strong></a> for typical or repetitive steel connections. There are 50 templates by default in the IDEA set and you can create any templates on your own.</li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\"><strong>Speed-up of Connection</strong></a> app with shorter application startup, faster responses in the Backstage menu, and result presentations and <strong>memory usage optimized </strong>for<strong> </strong>big projects.</li>\n <li><strong>UI improvements - </strong><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Project item and material management</a><strong>, </strong><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Measuring tool</a>, <a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">multiselect/multiedit</a> and <a data-item-id=\"d0b73776-87a3-52b5-8aca-6fae3f08b94e\" href=\"\">DXF plate import</a></li>\n <li><strong>Eurocode improvements </strong>contain <a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">automatic code-selection between 1993-1-8 and 1992-4</a>. <strong>Canada and Australia</strong> served with <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#PJP-welds-for-CSA-and-AS\">PJP welds</a>, <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Update-of-cross-section-and-material-databases\">updated AISC v16.0 shape database</a> and <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#material-defaults-aisc-as\">material defaults</a>.</li>\n <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\"><strong>Viewer capabilities</strong></a><strong> </strong>have been boosted for team cooperation by model sharing through <strong>URL hyperlinks</strong> and <strong>Link management</strong>. <a href=\"https://www.ideastatica.com/support-center/the-ui-of-the-idea-statica-viewer-tool#The-right-Property-panel\">Additional model information</a> is added - Weld types and sizes, Model type, Pin connectors, Connection space coordintates.</li>\n <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Connection Library</strong></a><strong> </strong>suggests designs exactly for specific models from Viewer.</li>\n</ul>\n<h2>BIM and Checkbot</h2>\n<ul>\n <li>The <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\"><strong>Hilti PROFIS plugin</strong></a> enables 200k+ current Hilti users to export loads, materials and sections from their FEA application to Hilti PROFIS Engineering through Checkbot.</li>\n <li>Connection designs applicable to <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\"><strong>node groups in Checkbot</strong></a> created automatically according to geometry and cross-section or user-define selection.</li>\n <li>App <a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>speed increased</strong></a> by 60% and opens up-to 1000-nodes projects in a matter of seconds.</li>\n <li>Exporting capabilities expanded with <a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\"><strong>IFC export</strong></a> for simple or multi-connection files.</li>\n <li>Check the compatibility with your software in the list of <a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\"><strong>supported versions in 24.1</strong></a></li>\n</ul>\n<h2>Usability and Licensing</h2>\n<ul>\n <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\"><strong>New Project settings</strong></a> with exporting and sharing, possible to adjust for national annexes.</li>\n <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Single Sign-on (SSO) licensing</strong></a> type is available for all Enterprise customers.</li>\n <li>License admins can see<strong> </strong><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\"><strong>monthly usage reports</strong></a><strong> </strong>of IDEA StatiCa apps<strong>.</strong></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8b0c7845_4728_0161_bad7_368cfcacbdfe\"></object>"
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"value": "<p>IDEA StatiCa is a tool for solving complex 3D tasks and is fully verified for anchoring in concrete blocks. This solution allows you to perform designs without oversimplifications and provides checks based on the Ultimate Limit State (ULS). Thus, we have a tool to capture all types of <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">concrete failures</a> for footing. 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Read the separate release note: <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Import of anchoring from Connection to Detail</a></li>\n <li><strong>Working Grid Plane</strong>: There is a new grid to help surface identification during modeling, reinforcement, creating sections, etc. Read the separate release note: <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Modelling improvement - Grids and Self-weight</a></li>\n <li><strong>Self-weight:</strong> The application includes another load type, self-weight. It is automatically calculated based on the dimensions and the selected material. </li>\n <li><strong>Refined mesh around anchors:</strong> The mesh around the anchors has been locally refined for accurate results. This setting cannot be changed. The mesh is generated automatically.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Comprehensive functionality description of 3D Detail.</a></p>\n<p><em>Note: Currently for Eurocode (EN) only.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1d5384f_3a46_0168_7b94_451ed115390c\"></object>\n<h3>Known limitations for Detail 3D</h3>\n<p>Since Detail is just a tool that cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the limitations that must be taken into account:</p>\n<ul>\n <li>The solution is suitable only <strong>for reinforced concrete.</strong></li>\n <li>The application provides<strong> ULS checks</strong> according to EN.</li>\n <li><strong>Only one concrete block</strong> is supported in Detail.</li>\n <li>In Detail, the anchors are only checked for tensile strength. 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See the overview of what are possible use cases and plans for further development below:</p>\n<table><tbody>\n <tr><td><strong>Use-case</strong></td><td><strong>Functionality ready</strong></td><td><strong>Verification provided</strong></td><td><strong>Verification in version</strong></td></tr>\n <tr><td>Footings of steel columns</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General anchorings of steel members <br>\n(beams, bracings, lifting lugs...)</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General use of the Detail 3D for other cases (Pile caps, Pier caps, etc.)</td><td><p>YES</p>\n<p><br></p>\n</td><td>NO</td><td><p>in development</p>\n<p><br></p>\n</td></tr>\n <tr><td>Wall model type</td><td>NO</td><td>NO</td><td>in development</td></tr>\n</tbody></table>\n<p><br></p>\n<p>We continuously update and add new <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&label=detail_3d\">verifications for 3D Detail</a>, where we verify the functionality and the assumptions. 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"value": "<h2>Parametric templates for any user</h2>\n<p>We advocate the creation and usage of parametric templates for everyone, whether for very experienced users or those who are just starting out. Let's divide the users of IDEA StatiCa Connection into roles and explain the differences between them and what options they have.</p>\n<ul>\n <li><strong>Creator</strong>: The creator is someone who knows the key principles and rules of modeling in IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> and is capable of correctly modeling a connection. The creator wants to parameterize a standard connection and create a template for others. </li>\n <li><strong>Basic user: </strong>A basic user could be a junior engineer or someone who doesn't use IDEA StatiCa very often, or someone who simply hasn't developed sufficient skills yet. They mainly want to use the parametric templates and understand what's happening rather than create them themselves.</li>\n</ul>\n<figure data-asset-id=\"cbe665bc-55ae-414d-8af8-a73865ed575b\" data-image-id=\"cbe665bc-55ae-414d-8af8-a73865ed575b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4102c563-cf28-4744-bc09-7f88e522e3cb/parametres.png\" data-asset-id=\"cbe665bc-55ae-414d-8af8-a73865ed575b\" data-image-id=\"cbe665bc-55ae-414d-8af8-a73865ed575b\" alt=\"\"></figure>\n<p>Both users will notice in the UI and in the UX that they offer intuitive functionality and simplified logic. </p>\n<h2>Key UI features</h2>\n<ul>\n <li>Standard UI components for parameters </li>\n <li>Access to project material and cross-section through the design UI tab</li>\n <li>Drop-down selection </li>\n <li>Conversion between property types between different applications such as Tekla or Revit (the ones using specific property types)</li>\n</ul>\n<h4>Standard UI components for parameters </h4>\n<p>Specific unit values are included as value types, and units are linked to these value types according to the unit settings. The generic value type allows it to hold any type of data represented in string format. See the picture below for a easier understanding:</p>\n<figure data-asset-id=\"779538d9-4ab1-492c-b772-c7bd8d38e0e1\" data-image-id=\"779538d9-4ab1-492c-b772-c7bd8d38e0e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a0151669-2048-4b44-a12e-49d020e75255/24.0%20vs%2024.1.png\" data-asset-id=\"779538d9-4ab1-492c-b772-c7bd8d38e0e1\" data-image-id=\"779538d9-4ab1-492c-b772-c7bd8d38e0e1\" alt=\"\"></figure>\n<p>By enabling value types, we can select specific <strong>UI components</strong> for each value type. See all value types below:</p>\n<figure data-asset-id=\"61296782-41c9-4e4a-a07b-d46281ba8506\" data-image-id=\"61296782-41c9-4e4a-a07b-d46281ba8506\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3a84f01-f1c1-4304-8598-cb27f31b2381/Value%20types.png\" data-asset-id=\"61296782-41c9-4e4a-a07b-d46281ba8506\" data-image-id=\"61296782-41c9-4e4a-a07b-d46281ba8506\" alt=\"\"></figure>\n<p> Only some value types have been added to the simple UI. Others can be added as required.</p>\n<h4>Drop-down selection</h4>\n<p>The inclusion of a dropdown selector is reflected in the work of both roles. The creator has easier input in the developer tab, while the basic user benefits from easier work in the design tab.</p>\n<ul>\n <li><strong>Drop-down value type (Developer tab)</strong></li>\n</ul>\n<figure data-asset-id=\"c1e1fe16-37c4-4a8b-b6f7-904fcbde64a6\" data-image-id=\"c1e1fe16-37c4-4a8b-b6f7-904fcbde64a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8ee2eb40-bc40-4ecc-a033-f872dca5195c/Drop-down%20value%20type-Developer.png\" data-asset-id=\"c1e1fe16-37c4-4a8b-b6f7-904fcbde64a6\" data-image-id=\"c1e1fe16-37c4-4a8b-b6f7-904fcbde64a6\" alt=\"\"></figure>\n<ul>\n <li> <strong>Drop-down value type (Design tab)</strong></li>\n</ul>\n<figure data-asset-id=\"aec2414c-3433-49e3-8f6d-923aef40b9a3\" data-image-id=\"aec2414c-3433-49e3-8f6d-923aef40b9a3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a40ca28-621e-4552-8849-dcc251fa45b9/Drop-down%20value%20type-Design.png\" data-asset-id=\"aec2414c-3433-49e3-8f6d-923aef40b9a3\" data-image-id=\"aec2414c-3433-49e3-8f6d-923aef40b9a3\" alt=\"\"></figure>\n<h4>Access to project material and cross-section</h4>\n<p>Access to cross-sections and materials works very similarly, and this will again be reflected during both the creation and usage processes.</p>\n<ul>\n <li><strong>Cross-section value type (Developer tab)</strong></li>\n</ul>\n<figure data-asset-id=\"df2ed53f-6671-4190-a799-bbc7a8bb4ff6\" data-image-id=\"df2ed53f-6671-4190-a799-bbc7a8bb4ff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6f01a24-8b87-421f-8b8a-f5ba0fee8bd8/Cross-section%20value%20type-Developer.png\" data-asset-id=\"df2ed53f-6671-4190-a799-bbc7a8bb4ff6\" data-image-id=\"df2ed53f-6671-4190-a799-bbc7a8bb4ff6\" alt=\"\"></figure>\n<ul>\n <li><strong>Cross-section value type (Design tab)</strong></li>\n</ul>\n<figure data-asset-id=\"b313b743-1a0f-4778-a4f3-03c534f4e3a0\" data-image-id=\"b313b743-1a0f-4778-a4f3-03c534f4e3a0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/149accb1-8aa3-4bf2-a9b2-899da43d1a95/Cross-section%20value%20type.png\" data-asset-id=\"b313b743-1a0f-4778-a4f3-03c534f4e3a0\" data-image-id=\"b313b743-1a0f-4778-a4f3-03c534f4e3a0\" alt=\"\"></figure>\n<h2>Default values for parameters</h2>\n<p>Parametric template creators can assign default value expressions to any visible parameter within the simple operations interface. When applied, these defaults are initialized in the Simple UI, guiding junior users with pre-selected values that remain adjustable. Defaults can be set from design settings or calculated from other parameter inputs like beam heights.</p>\n<figure data-asset-id=\"44816256-a8e2-40f6-9719-d266d3fecfa5\" data-image-id=\"44816256-a8e2-40f6-9719-d266d3fecfa5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04d58107-c9e8-4516-b267-f4713db4dff3/Default%20expression.png\" data-asset-id=\"44816256-a8e2-40f6-9719-d266d3fecfa5\" data-image-id=\"44816256-a8e2-40f6-9719-d266d3fecfa5\" alt=\"\"></figure>\n<h2>Load retrieval, string input, and units </h2>\n<p>Load retrieval, string input, and unit functions are clearly defined to provide precision and usability.</p>\n<h4>Load retrieval </h4>\n<p>With the function <strong>GetLoadEffects</strong>, users can retrieve load effects to adjust plate thickness and other connection parameters.</p>\n<ul>\n <li>Look for GetLoadEffectEnvelope(Member, Action, Envelope, End) in the <a href=\"https://developer.ideastatica.com/docs/api/api_parameter_reference_guide.html\">documentation</a>.</li>\n</ul>\n<h4>Strings </h4>\n<p>The function of <strong>Strings</strong> can be used for creating strings for defining bolt spacing inputs, points, and vectors. </p>\n<ul>\n <li>Look for the String function in the <a href=\"https://developer.ideastatica.com/docs/api/api_parameter_reference_guide.html\">documentation</a>.</li>\n</ul>\n<h4>Units</h4>\n<p>The inputs for Length, Area, Force, Stress, Moment, Temperature, Angle, and Time can be inserted in various units, (other than basic SI units), e.g., the length can be defined in 'm', 'dm', 'cm', 'mm',' in', and 'ft' units. </p>\n<ul>\n <li>Look for Unit import and conversion functions in the <a href=\"https://developer.ideastatica.com/docs/api/api_parameter_reference_guide.html\">documentation</a>. </li>\n</ul>\n<h4>Bolt diameter retrieval </h4>\n<p>Bolt diameters for specific bolt inputs in specified operations can be defined using <strong>GetBoltDiameter</strong>. </p>\n<ul>\n <ul>\n <li>Look for GetBoltDiameter('operation_name', index) in the <a href=\"https://developer.ideastatica.com/docs/api/api_parameter_reference_guide.html\">documentation</a>. </li>\n </ul>\n</ul>\n<h4>Model property link </h4>\n<p>Parameters can be linked to multiple model properties by extending the “Add model property link” dialog with <strong>Apply</strong> and <strong>OK</strong>. 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"value": "<h1>Dynamic grouping in Checkbot</h1>\n<p><a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot</a> is optimized to handle models with hundreds of connections, providing tools for bulk operations. The grouping tools allow efficient management of connections by categorizing them based on <strong>typology</strong> and <strong>cross-section arrangement</strong>. This functionality simplifies navigation, selection, and enables to perform bulk design of multiple connections.</p>\n<p><strong>Dynamic Grouping</strong> automatically organizes connections in the project tree into two levels based on <strong>typology</strong> and <strong>cross-section</strong>:</p>\n<ul>\n <li><strong>Typology </strong>–<strong> </strong>considers the number of members and their relative positions (e.g., beam-to-beam, beam-to-column).</li>\n <li><strong>Typology, cross-section (Arrangement) </strong>– within the same typology, connections are further grouped by cross-section type. This is the lowest similarity that is required to enable searching for similar designs in the <a data-item-id=\"0c7b66ab-0a1d-47cf-98f5-a050a39f5a62\" href=\"\"><strong>Connection Library</strong></a><strong>.</strong></li>\n</ul>\n<figure data-asset-id=\"fd88b1d6-7aaf-45cb-81e4-9bf717b262e5\" data-image-id=\"fd88b1d6-7aaf-45cb-81e4-9bf717b262e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ac71884-398b-4c81-a95d-cae50766c0c4/Typology%20and%20arrangement.png\" data-asset-id=\"fd88b1d6-7aaf-45cb-81e4-9bf717b262e5\" data-image-id=\"fd88b1d6-7aaf-45cb-81e4-9bf717b262e5\" alt=\"Typology and arrangements steel and hss\"></figure>\n<p>Users can add a third level of grouping, defined as design groups.These groups allow for further customization, enabling users to organize specific sets of connections based on their project needs. The only condition is that connections within the same design group must share the same <strong>typology</strong> and <strong>cross-section</strong>. The connection tree can have four different ordering options based on the level of grouping.</p>\n<figure data-asset-id=\"4b33b631-a453-4a2c-af87-340f427181f9\" data-image-id=\"4b33b631-a453-4a2c-af87-340f427181f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd0bf2f3-733b-47d9-b232-39b5322aa6ae/tree_selection_1.png\" data-asset-id=\"4b33b631-a453-4a2c-af87-340f427181f9\" data-image-id=\"4b33b631-a453-4a2c-af87-340f427181f9\" alt=\"Grouping for projects\"></figure>\n<p>The creation of all levels of groups, including dynamic grouping and design groups, is handled by the project tree. </p>\n<figure data-asset-id=\"b07d7b3a-497e-4f80-a8dc-7f5e28d8fe27\" data-image-id=\"b07d7b3a-497e-4f80-a8dc-7f5e28d8fe27\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/119bcca3-44a6-4085-afdb-0e2d7effc048/Tree%20sorting_1.png\" data-asset-id=\"b07d7b3a-497e-4f80-a8dc-7f5e28d8fe27\" data-image-id=\"b07d7b3a-497e-4f80-a8dc-7f5e28d8fe27\" alt=\"Sorting the groups created\"></figure>\n<h1>Clear Connection tree</h1>\n<p>The tree and property grid offers users a clearer project overview and faster design management. These improvements enable quicker navigation and more efficient control of design properties, simplifying the process and ensuring critical details are easily accessible.</p>\n<p><strong>Sorting connections </strong>in the tree is based on the following: </p>\n<ul>\n <ul>\n <li><strong>Node </strong> - e.g. 12</li>\n <li><strong>Name </strong>- e.g. A-1</li>\n <li><strong>Status</strong> - To be designed, To be checked, Code-check passed, Code-check failed</li>\n </ul>\n</ul>\n<figure data-asset-id=\"927907fa-b501-4e37-9b81-19ec19bb563e\" data-image-id=\"927907fa-b501-4e37-9b81-19ec19bb563e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/64743c51-d3a5-4ca2-aa3a-af0ea6cf8bcb/Tree%20sorting_2.png\" data-asset-id=\"927907fa-b501-4e37-9b81-19ec19bb563e\" data-image-id=\"927907fa-b501-4e37-9b81-19ec19bb563e\" alt=\"sorting connections\"></figure>\n<h3>Connection groups overview information: </h3>\n<p>Users can now click the root group in the tree to instantly access an overview of information relevant to the selected group (Connections, Typology, Arrangement, Design group). This feature provides a centralized way to view key project details:</p>\n<h4>Connections</h4>\n<ul>\n <li>Total number of connections </li>\n <li>To be designed</li>\n <li>To be checked (designed)</li>\n <li>Code-check passed</li>\n <li>Code-check failed</li>\n</ul>\n<figure data-asset-id=\"85688740-ce3e-4e3e-a7ed-addb0ff18d5e\" data-image-id=\"85688740-ce3e-4e3e-a7ed-addb0ff18d5e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efc8f705-9c3b-4857-a476-6d3850c0d5c2/property%20grid.png\" data-asset-id=\"85688740-ce3e-4e3e-a7ed-addb0ff18d5e\" data-image-id=\"85688740-ce3e-4e3e-a7ed-addb0ff18d5e\" alt=\"explore connection properties\"></figure>\n<h4> Typology and Arrangement </h4>\n<ul>\n <li>Number of members</li>\n <li>Cross-section type of members</li>\n</ul>\n<figure data-asset-id=\"97ecc591-2e30-4fe2-95ee-d9af30a7c303\" data-image-id=\"97ecc591-2e30-4fe2-95ee-d9af30a7c303\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fae9368f-f439-4ab0-a0d9-e4003295d360/Typo%20and%20arrangement%20info.png\" data-asset-id=\"97ecc591-2e30-4fe2-95ee-d9af30a7c303\" data-image-id=\"97ecc591-2e30-4fe2-95ee-d9af30a7c303\" alt=\"Typology and arrangement information\"></figure>\n<h4>Design groups</h4>\n<ul>\n <li>Name </li>\n <li>Reference connection </li>\n <li>Number of connections in a group</li>\n <li>Number of members in typology</li>\n</ul>\n<figure data-asset-id=\"ba343341-96c1-42d4-b1ee-792ba16a78d7\" data-image-id=\"ba343341-96c1-42d4-b1ee-792ba16a78d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86102960-417e-487d-b227-2ec5615754d6/group%20info.png\" data-asset-id=\"ba343341-96c1-42d4-b1ee-792ba16a78d7\" data-image-id=\"ba343341-96c1-42d4-b1ee-792ba16a78d7\" alt=\"View group information\"></figure>\n<h1>Connection design with design groups</h1>\n<p>A <strong>design group</strong> allows a list of connections to be driven from one reference design, meaning the propagation (or templating) of a <strong>reference connection</strong> to all other connections in the group automatically. Groups are treated as specific objects with properties, and users can assign custom names to them. This saves users significant time when dealing with large sets of connections by automatically propagating design changes and operations to all <strong>child connections</strong> within the group.</p>\n<h3>User workflow</h3>\n<p>Standard group creation is as outlined below: </p>\n<h4>1. Group creation </h4>\n<ul>\n <ul>\n <li>Users select one or more connections to create a group. Connections must share a minimum similarity rule: the same <strong>typology</strong> and <strong>cross-section</strong>.</li>\n <li>The first selected connection automatically becomes the <strong>reference connection </strong>(the reference connection is underlined in the tree), which drives the design for the group. All other connections are considered <strong>child connections</strong>.</li>\n <li>The design group name can be defined as desired. </li>\n </ul>\n</ul>\n<figure data-asset-id=\"6d6bd679-52b7-466e-b83c-067b2a452b06\" data-image-id=\"6d6bd679-52b7-466e-b83c-067b2a452b06\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/775e7a16-ea30-4473-9eb0-f45c9e368d1e/1.Group%20creation.png\" data-asset-id=\"6d6bd679-52b7-466e-b83c-067b2a452b06\" data-image-id=\"6d6bd679-52b7-466e-b83c-067b2a452b06\" alt=\"Group creation\"></figure>\n<h4>2. 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Automatic propagation to child connections</h4>\n<ul>\n <ul>\n <li>Any changes made to the reference connection will automatically be applied to all <strong>child connections</strong> in the design group, ensuring uniformity.</li>\n </ul>\n</ul>\n<figure data-asset-id=\"471cfb7b-8f5f-4b63-ba8e-dd92488a652a\" data-image-id=\"471cfb7b-8f5f-4b63-ba8e-dd92488a652a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5d53b53e-c50a-4ce0-9345-8eae52e5de61/child%20items%20designed.png\" data-asset-id=\"471cfb7b-8f5f-4b63-ba8e-dd92488a652a\" data-image-id=\"471cfb7b-8f5f-4b63-ba8e-dd92488a652a\" alt=\"Child items design\"></figure>\n<h4>4. Group Calculation</h4>\n<ul>\n <ul>\n <li>The connections within the <strong>design group</strong> are calculated collectively.</li>\n </ul>\n</ul>\n<figure data-asset-id=\"1f4636dc-2d26-4689-90e3-7c0fdecc744b\" data-image-id=\"1f4636dc-2d26-4689-90e3-7c0fdecc744b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/079dd4d5-bfd8-42e5-84fb-5c73bb0e1d3e/Calculate.png\" data-asset-id=\"1f4636dc-2d26-4689-90e3-7c0fdecc744b\" data-image-id=\"1f4636dc-2d26-4689-90e3-7c0fdecc744b\" alt=\"Calculate the design groups\"></figure>\n<h3>Synchronization and validation</h3>\n<ul>\n <ul>\n <li>When syncing with or updating the structural model, all child connections are validated against the reference connection.</li>\n <li>If any child connection no longer meets the reference connection’s parameters, it is flagged as <strong>invalid</strong> in the group.</li>\n </ul>\n</ul>\n<figure data-asset-id=\"60899d83-5e13-4d4b-ba21-99e1aaafc366\" data-image-id=\"60899d83-5e13-4d4b-ba21-99e1aaafc366\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5db7083a-926a-4ffd-b6ad-59360709bcdc/Invalid.png\" data-asset-id=\"60899d83-5e13-4d4b-ba21-99e1aaafc366\" data-image-id=\"60899d83-5e13-4d4b-ba21-99e1aaafc366\" alt=\"Arrange the groups\"></figure>\n<h3>Managing design groups</h3>\n<ul>\n <ul>\n <li>Users can add, remove, or move <strong>child connections</strong> between <strong>design groups</strong> as long as the connections still meet the group’s validation rules (same typology and cross-section).</li>\n <li>A group can be exploded. </li>\n <li><strong>Child connections</strong> can be removed from a group without exploding the group.</li>\n <li>Invalid <strong>child connections</strong> can be removed or corrected, and groups can be reconfigured as necessary.</li>\n <li><strong>Reference connections</strong> cannot move between groups, the only way to remove or change the reference connection is to explode the group and re-create it. <strong>When a connection is marked as a reference, it cannot be deleted from the structural model</strong>. </li>\n </ul>\n</ul>\n<figure data-asset-id=\"0fc80cd1-f019-4e20-b2e3-88e627fec2c3\" data-image-id=\"0fc80cd1-f019-4e20-b2e3-88e627fec2c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/601b2c94-bb7e-47fb-bdbc-c20e90ef8c72/Change%20group%20for%20child%20item.png\" data-asset-id=\"0fc80cd1-f019-4e20-b2e3-88e627fec2c3\" data-image-id=\"0fc80cd1-f019-4e20-b2e3-88e627fec2c3\" alt=\"Change group for child item\"></figure>\n<h3>The key of the icons in the connection tree</h3>\n<figure data-asset-id=\"5b126423-649b-4a39-9857-304d5385f8f8\" data-image-id=\"5b126423-649b-4a39-9857-304d5385f8f8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a58c6e5b-690d-42a6-9347-8ffbebe7e56f/Legenda.png\" data-asset-id=\"5b126423-649b-4a39-9857-304d5385f8f8\" data-image-id=\"5b126423-649b-4a39-9857-304d5385f8f8\" alt=\"Legend for warnings\"></figure>\n<h1>Known limitations</h1>\n<ul>\n <li>The model type of members in the reference connection is not propagated to Child connections.</li>\n <li>The position of forces of members in the reference connection is not propagated to Child connections.</li>\n</ul>\n<p><em>Released in version 24.1</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 <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, users have the possibility to create connection models using parameters (relations defined between individual entities). The parametric design allows users to design standardized connections efficiently – <strong>read about how to work with parameters</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">in this article.</a></p>\n<p>The integration of <strong>parametric templates</strong> into the <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offers a transformational approach to connection designer workflows. <strong>It allows users to create and use a universal collection of templates that can be effortlessly customized and deployed in different design contexts.</strong></p>\n<h2>How does it work?</h2>\n<p>The user can upload the created connection to their company or personal set as with any design, and it can even be done <strong>with the defined parameters</strong>. Once there is the same geometry in the project and the solution can be repeated, the user can apply this pre-prepared design (template) with all the parameters.</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>In addition, after proposing the template, it is possible to <strong>change the parameters directly</strong> <strong>in the main design window</strong> and there is no need to go into developer mode. This user-friendly environment allows less-experienced users to work with predefined parameters safely according to the presets of the senior designers.</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>This makes further optimization very simple as there is the possibility of avoiding changing each entity one by one when using operations.</p>\n<p>By changing one parameter, <strong>multiple steps</strong> can be performed at once. For example, when changing the widener width, not only the widener itself, but also all the related welds and the location of the stiffener are affected:</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>The locked modifications in the property list of some manufacturing operations are disabled in such cases. However, if the user wishes, they can break the parameters using the \"<strong>explode</strong>\" button, and continue with modifying operations.</p>\n<p>The templates to which the parameters are linked are marked with a lowercase {p}. Several parametric templates have already been prepared and made available in the <strong>predefined design set by the IDEA StatiCa team</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>What are the benefits of parametric templates?</h2>\n<ul>\n <li><strong>Universal templates</strong>: Designers can access a broad collection of parametric templates from the Connection Library. These templates are designed to be universally applicable, providing a solid foundation for a wide range of projects.</li>\n <li><strong>Parametric customization</strong>: Through the Developer tab, users can define specific parameters for each template, allowing for a high degree of customization and flexibility in design.</li>\n <li><strong>Template identification</strong>: Parametric templates are easily identifiable by the symbol {p}, ensuring that users can quickly recognize and select them for their projects.</li>\n <li><strong>Enhanced library filtering</strong>: The filter in the Propose window of the Connection Library enables users to efficiently find parametric templates among the library's extensive offering.</li>\n <li><strong>Publication control</strong>: When a connection contains parameters, designers have the option to publish these parametric templates to the Connection Library. This feature offers flexibility in sharing customized templates with the broader user community or keeping them private for individual or internal use.</li>\n</ul>\n<h2>Impact on workflow</h2>\n<p>The inclusion of parametric templates in the Connection Library represents a significant advancement in the design process for connection designers. This functionality simplifies the design process by providing:</p>\n<ul>\n <li><strong>Efficiency</strong>: The use of templates speeds up the design phase, allowing for quicker iterations and modifications.</li>\n <li><strong>Consistency</strong>: Parametric templates ensure design consistency across projects, which is crucial for maintaining standards and quality.</li>\n <li><strong>Collaboration</strong>: The ability to share customized templates enhances collaboration among teams and with the wider design community.</li>\n <li><strong>Customization</strong>: Designers can tailor templates to specific project requirements, enhancing design accuracy and effectiveness.</li>\n</ul>\n<p><em>Released in </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>IDEA StatiCa patch 23.1.5</em></a>.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n421fe254_57b7_01cd_2bc3_0af215b956fb\"></object>\n<h2>Default control sets in the Operations</h2>\n<p>The design of a connection by parameters consists of the setting of very unique parameters specific for every single connection type on one hand. On the other hand, there are parameters that are used almost always due to common engineering practices, such as a set of welds, fasteners, and materials.</p>\n<p>To simplify the creation of parametric templates and to reach this setting anytime, we include these controls as default sets in the operation root.</p>\n<p>When you select Operations, there are, by default, the following settings:</p>\n<ul>\n <li>Weld setting: <strong>Weld sizing method</strong> and weld <strong>Material</strong> (24.0.5)</li>\n <li>Bolt setting: <strong>Type</strong>, <strong>Shear plane in thread,</strong> and <strong>Shear force transfer</strong> (24.1.0)</li>\n <li>Plates setting: <strong>Material </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>These controls set the specific property for the whole connection model to all operations and are shown in the Operations root by default. They do not change the properties of the structural members, only the manufacturing operations.</p>\n<p>In case any of the properties related to the control <strong>is used in any parameter</strong> of the parametric template, the control is automatically disabled. By this behavior, we prevent the possibility of influencing the same property from two places and, thus, ruining the connection detail by loops in parameters.</p>\n<p>As a benefit, these controls are also shown without a parametric template, enabling quick changes and unifying properties of any connection model.</p>\n<h2>What are the benefits?</h2>\n<ul>\n <li>For the <strong>parametric template user</strong> (e.g., junior user), all operations are disabled (read-only). However, <strong>changing the material, bolt class, or plate material</strong> is still a commonly expected action. Although, if there is a single parameter missing in the parametric template, it makes the template unusable. Common properties such as welds, bolts, and material can now be controlled in each parametric template using the default controls shown under the parameters.</li>\n <li>Adding these controls <strong>simplifies the work of the template creator</strong> (e.g., senior user) <strong>in preparing the parametric templates</strong>. Now, it is not necessary to manually create special parameters for modifying common properties such as welds, bolts, and materials.</li>\n <li>Sometimes, you want to <strong>unify bolt grades or plates and weld material</strong> in the whole connection detail even when the <strong>parametric template is not used</strong>. It can be easily done either by multi-selecting in the tree and editing operations of the same type (nevertheless, in this case, it has to be done multiple times for each group of operations separately), or it is now possible <strong>to change the requested property</strong> or just check if the same property is used <strong>in one click</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>Released in </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7727e059_a44c_01ce_bd96_40976a9aacc3\"></object>\n<h2>Improvements of the predefined set</h2>\n<p>Several enhancements have been made to <strong>parametric templates created via the Wizard</strong> to improve usability, clarity, and model consistency.</p>\n<ul>\n <li>Validation messages have been refined, only functional and relevant messages are now displayed, such as incorrect member type, cross-section compatibility, or load definition issues.</li>\n <li>Message texts have also been rewritten for better readability and technical accuracy.</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>Templates now correctly retain <strong>cross-section data</strong> for cleats and stiffening members, ensuring accurate geometry generation.</li>\n <li><strong>Custom cross-sections (CSS) stored in the MPRL</strong> are included in templates and automatically applied to new models.</li>\n <li>A new <strong>Workplane operation method, Intersection</strong>, allows templates to be used for members ending in both X+ and X– directions within Checkbot, with adjustable offset and positioning on the near or far edge of the related member.</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>Thanks to this new function, templates are applicable at both ends in the Checkkbot.</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>Parametric templates can also be <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combined with each other or with standard manufacturing operations</a>.</p>\n<p><em>Released in </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>The ability to link IDEA StatiCa apps to dozens of different tools brings the need to create different approaches for specific vendors. The BIM link data transfer is polished and simplified to make the processes as smooth and quick as possible.</p>\n<p>Thanks to this, the time needed for getting the data from different sources is short. Here are some comparisons for different metrics.</p>\n<h4>Faster imports for single connection from FEA links</h4>\n<p>We improved processes during the import of a single connection and member in FEA imports by reducing unnecessary API calls we use during import. This results in significantly faster import times for specific BIM links.</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>Faster opening of the existing projects</h4>\n<p>Also, the opening times for Checkbot's already existing projects has been improved by approximately 50% compared to 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<h4>Faster FEA imports by 60%</h4>\n<p>The import speed has been improved by delaying connection creation (.ideacon) till the point where they are really needed. Import speedup varies from FEA link to FEA link.</p>\n<p>During import, we skipped the part where all imported connections were written down to the hard drive in the Connections folder in the Checkbot project since it took the majority of import time. Starting from version 24.0.2 the Ideacon files are created at the moment when the user wants to interact with them:</p>\n<ul>\n <li>Design connections in IDEA StatiCa Connection </li>\n <li>Export connections to <a data-item-id=\"509c9953-7d08-4da3-9b0e-1651eb8053ea\" href=\"\">Viewer</a> or to Ideaconn files from Checkbot </li>\n <li>Design connections in the <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">Member</a> application</li>\n</ul>\n<figure data-asset-id=\"151d237c-fa25-442c-8e07-ef97bdd53b70\" data-image-id=\"151d237c-fa25-442c-8e07-ef97bdd53b70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a66022f-26a2-4048-8b32-7e217f5f565a/Checkbot.png\" data-asset-id=\"151d237c-fa25-442c-8e07-ef97bdd53b70\" data-image-id=\"151d237c-fa25-442c-8e07-ef97bdd53b70\" alt=\"\"></figure>\n<p>Generating a subset of Ideacons only when necessary significantly reduces the time involved compared to creating hundreds of files during the import process. This approach accelerates, especially, the import of large models, allowing users to experience quicker performance and a more efficient workflow within IDEA StatiCa Checkbot.</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>Наши пользователи по всему миру всегда имели мечту – сделать процесс работы с большим количеством узлов, балок (десятками и сотнями), импортированных из сторонних приложений, более простым и понятным. В основном, многие из них хотели видеть в приложении список элементов, которые были рассчитаны и прошли или не прошли необходимые проверки, список изменений и т.д. Вот почему мы решили попрощаться с приложением Code-check manager и выпустить новый Checkbot.</p>\n<figure data-asset-id=\"5c5a1443-910b-4514-9b30-4f1e3c801550\" data-image-id=\"5c5a1443-910b-4514-9b30-4f1e3c801550\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/27c28a95-4f4d-4433-bbe8-a7c6c14ef1bc/Checkbot%204.PNG\" data-asset-id=\"5c5a1443-910b-4514-9b30-4f1e3c801550\" data-image-id=\"5c5a1443-910b-4514-9b30-4f1e3c801550\" alt=\"\"></figure>\n<p>Мы рады представить вашему вниманию абсолютно новое приложение для рабочего <a data-item-id=\"c79ee572-70be-4d42-9755-82ca8d39b5cc\" href=\"\">BIM-процесса</a>. Checkbot ускорит совместную работу IDEA StatiCa с CAD / FEA благодаря новым возможностям. Мы можем гарантировать вам, что Checkbot позволит вам работать с десятками и сотнями соединений или элементов, стальных и железобетонных, полученных из сторонних CAD / FEA программ. IDEA StatiCa Checkbot позволит вам:</p>\n<ul>\n <li>Полностью контролировать процесс импорта соединений и элементов;</li>\n <li>Работать со списком импортированных объектов, выполнять их расчёт и оценивать краткие результаты проверок;</li>\n <li>Просматривать импортированные элементы и нагрузки в режиме 3D;</li>\n <li>Настраивать таблицы конвертации материалов и сечений;</li>\n <li>Работать с комбинациями нагрузок и расчётов.</li>\n</ul>\n<p><strong>Интерфейс</strong></p>\n<p>Интерфейс приложения состоит из трёх основных компонентов: списка элементов в левой части, 3D вида в средней части и окна свойств в правой части.</p>\n<figure data-asset-id=\"5217ee10-5a8a-4903-8bbf-dc76cc3033b6\" data-image-id=\"5217ee10-5a8a-4903-8bbf-dc76cc3033b6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/78a16730-e0a7-43bb-9455-aa95bf6ce363/Checkbot%201.png\" data-asset-id=\"5217ee10-5a8a-4903-8bbf-dc76cc3033b6\" data-image-id=\"5217ee10-5a8a-4903-8bbf-dc76cc3033b6\" alt=\"\"></figure>\n<p>В списке слева содержатся все элементы и соединения, которые будут рассчитываться. Каждый элемент списка может находиться в нескольких различных состояниях. Сразу после импорта каждый из них будет отмечен шестерёнкой, что означает, что для расчёта необходимо выполнить предварительную настройку и моделирование. После этого (если в проекте будут хотя бы один расчёт и хотя бы одна монтажная операция), иконка шестерёнки исчезнет, и элемент/соединение будут готовы к расчёту. После расчёта каждый элемент будет помечен как «рассчитанный», и для него станут доступны результаты (при условии, что во время расчёта не возникало никаких ошибок и исключений)</p>\n<figure data-asset-id=\"e9c2f26d-2313-48c0-8a27-b1c313fbedfc\" data-image-id=\"e9c2f26d-2313-48c0-8a27-b1c313fbedfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/94204004-8fbd-4556-801e-ea5f3945866a/Checkbot%205.PNG\" data-asset-id=\"e9c2f26d-2313-48c0-8a27-b1c313fbedfc\" data-image-id=\"e9c2f26d-2313-48c0-8a27-b1c313fbedfc\" alt=\"\"></figure>\n<p>Что означают иконки:</p>\n<ul>\n <li>Шестерёнка – нужно больше исходных данных (геометрия, расчёты, …)</li>\n <li>Ничего (пустое место) – готово к расчёту;</li>\n <li>Зелёная галочка – рассчитано и прошло все проверки;</li>\n <li>Красный крестик – рассчитано, но не прошло проверки по нормам.</li>\n</ul>\n<p>На 3D виде в средней части окна отображается расчётная схема (РС), на которой показаны основные геометрические объекты модели (узлы, элементы), составляющие аналитической модели (соединения, элементы) и нагрузки и внутренние усилия (если имеется).</p>\n<figure data-asset-id=\"4c8075e7-bfee-4b68-99b6-e70f346e703b\" data-image-id=\"4c8075e7-bfee-4b68-99b6-e70f346e703b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/059861ec-187c-4545-b669-8027a4db8013/Checkbot%202.png\" data-asset-id=\"4c8075e7-bfee-4b68-99b6-e70f346e703b\" data-image-id=\"4c8075e7-bfee-4b68-99b6-e70f346e703b\" alt=\"\"></figure>\n<p>Checkbot может быть запущен прямо из стороннего CAD / FEA приложения (как это было раньше) или как отдельное приложение, без привязки к BIM интерфейсу. В этом режиме можно импортировать файлы моделей IOM или SAF.</p>\n<figure data-asset-id=\"ebaed445-dccd-4b98-a7fc-3ad8aab41261\" data-image-id=\"ebaed445-dccd-4b98-a7fc-3ad8aab41261\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/627ce84f-9853-435c-a3ae-1ece03032bed/Checkbot%203.png\" data-asset-id=\"ebaed445-dccd-4b98-a7fc-3ad8aab41261\" data-image-id=\"ebaed445-dccd-4b98-a7fc-3ad8aab41261\" alt=\"\"></figure>\n<p>Checkbot задумывался как единое комплексное решение для всех BIM интерфейсов. Это приложение нового поколения BIM, которое заменит известный вам плагин Code-check manager. Он также обеспечит открытое взаимодействие с файлами IOM (IDEA Open Model) для всех, кто захочет разработать BIM интерфейс с нужным ему приложением.</p>\n<p>Checkbot позволит вам также обеспечить связь с моделями в SAF формате, созданными в приложениях Nemetschek (доступно в SCIA Engineer 21.1)..</p>\n<p><strong>Советы для эффективной работы с Checkbot</strong></p>\n<p>Checkbot может обрабатывать неограниченное количество соединений и элементов. Тем не менее, импорт из сторонних программ лучше выполнять небольшими порциями. Учитывая количество соединений/элементов и комбинаций нагрузок, мы рекомендуем экспортировать не более 100 объектов за один раз. После этого лучше проверить первую партию импорта, после чего приступать ко второй партии. При импорте или обновлении большого числа соединений/элементов (100 и более), пожалуйста, не забывайте, что все процессы обработки данных протекают в фоновом режиме, поэтому могут занимать некоторое время. </p>\n<p>IDEA StatiCa Checkbot для связи с FEA приложениями (включая импорт IOM и SAF) будет доступен во всех конфигурациях программы: <strong>Expert</strong> и <strong>Enhanced</strong>. BIM интерфейсы с CAD приложениями (Tekla, Advance Steel и Revit) будут доступны только в версии <strong>Enhanced</strong>.</p>\n<h2>Настройки импорта для Checkbot</h2>\n<p>С помощью Checkbot вы сможете легко управлять импортированными нагрузками, сечениями и другими материалами. На ленте Checkbot для этого есть 2 новые иконки.</p>\n<p><strong>Конфигуратор нагрузок</strong></p>\n<p>Инструмент предназначен для просмотра и настройки импортированных расчётов, групп нагрузок, комбинаций и предназначен для их упорядочивания в классы результатов. Классы результатов затем используются в создании загружений для каждого элемента, представленного в Checkbot.</p>\n<figure data-asset-id=\"bc4f096f-2938-4270-8c57-2d46efc79037\" data-image-id=\"bc4f096f-2938-4270-8c57-2d46efc79037\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b68c861f-6552-48e8-839a-d7750dce4f28/Checkbot%20configuration%201.jfif\" data-asset-id=\"bc4f096f-2938-4270-8c57-2d46efc79037\" data-image-id=\"bc4f096f-2938-4270-8c57-2d46efc79037\" alt=\"\"></figure>\n<p>Первый столбец содержит все расчёты и комбинации, импортированные из глобальной модели (стороннего приложения). Во втором столбце отображаются классы результатов для проекта в Checkbot. В третьем столбце содержатся свойства выбранного элемента из списка.</p>\n<p>Любой расчёт или любая комбинация могут быть включены в состав класса результатов с помощью простого перетаскивания нужного элемента из первого столбца во второй. Классы результатов можно добавлять с помощью кнопки с иконкой « + », а удалять с помощью команды, вызываемой щелчком правой кнопкой мыши на нужном элементе списка.</p>\n<figure data-asset-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\" data-image-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/69e52010-53ba-4fb9-b628-39f0bbdd0b0d/Checkbot%20configuration%202.png\" data-asset-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\" data-image-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\" alt=\"\"></figure>\n<p>Класс результатов может быть назначен любому элементу проекта с помощью выпадающего списка в окне свойств. После выбора нескольких классов результатов можно воспользоваться кнопкой Обновить нагрузки, чтобы создать загружения для текущего проекта по новому выбранному классу результатов . Если элемент проекта уже был рассчитан, это действие удалит старые результаты.</p>\n<figure data-asset-id=\"9d845b4b-3141-450e-a002-c5ac9881ac0e\" data-image-id=\"9d845b4b-3141-450e-a002-c5ac9881ac0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c311078-ead6-4ab6-b4e2-8f0e816397cf/Checkbot%20configuration%203.jfif\" data-asset-id=\"9d845b4b-3141-450e-a002-c5ac9881ac0e\" data-image-id=\"9d845b4b-3141-450e-a002-c5ac9881ac0e\" alt=\"\"></figure>\n<p><strong>Редактируемые таблицы конвертации</strong></p>\n<p>Если сечение или материал в ходе импорта не будут распознаваться, вы можете воспользоваться таблицей конвертации, которая позволит назначить нераспознанным объектам элементы из встроенной базы данных. Эти зависимости затем сохраняются и могут использоваться для дальнейшей работы и последующего импорта. После этого их можно будет изменить, и эти изменения также будут сохранены при следующем запуске плагина.</p>\n<p>Более того, каждая пара объектов «импорт – назначение» может иметь собственные свойства, содержащие дополнительную информацию об источнике.</p>\n<figure data-asset-id=\"e97ea8ea-8d4a-4137-a6ea-96a38eee427c\" data-image-id=\"e97ea8ea-8d4a-4137-a6ea-96a38eee427c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/da8ec3b2-5d8a-44d3-acae-408bf2b8961c/Checkbot%20configuration%204.jfif\" data-asset-id=\"e97ea8ea-8d4a-4137-a6ea-96a38eee427c\" data-image-id=\"e97ea8ea-8d4a-4137-a6ea-96a38eee427c\" alt=\"\"></figure>\n<p><strong>Установка</strong></p>\n<p>Checkbot устанавливается автоматически вместе с IDEA StatiCa 21.1. Программа автоматически распознаёт сторонние FEA/CAD программы, установленные на вашем компьютере, и активирует нужные BIM плагины.</p>\n<p>IDEA StatiCa Checkbot входит и в конфигурацию IDEA StatiCa Steel <strong>Expert</strong>, и в IDEA StatiCa Steel <strong>Enhanced</strong>. Однако, функциональные возможности Checkbot для версии <strong>Expert будут ограничены</strong>:</p>\n<ul>\n <li>В Checkbot <strong>Expert</strong> нет BIM интерфейсов с CAD приложениями (Tekla Structures, Advance Steel и Revit)</li>\n</ul>\n<h2>BIM плагин для SCIA Engineer и SAF интерфейс</h2>\n<p><a data-item-id=\"c79ee572-70be-4d42-9755-82ca8d39b5cc\" href=\"\">BIM </a>интерфейс для SCIA построен на использовании SAF формата. Эта разработка – результат тесного сотрудничества между SCIA и IDEA StatiCa. В новой версии SCIA (21.1) Checkbot можно будет запускать прямо из SCIA, а данные из SCIA в формате SAF можно будет передавать в Checkbot напрямую с помощью отдельной команды.</p>\n<figure data-asset-id=\"08592cd1-4114-461a-a62f-e70b61951245\" data-image-id=\"08592cd1-4114-461a-a62f-e70b61951245\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/758f0568-dc0f-433e-ac30-fb5642ede882/SCIA%20SAF%201.jfif\" data-asset-id=\"08592cd1-4114-461a-a62f-e70b61951245\" data-image-id=\"08592cd1-4114-461a-a62f-e70b61951245\" alt=\"\"></figure>\n<h2>Новый BIM интерфейс для RFEM</h2>\n<p>Значительные улучшения в <a data-item-id=\"c79ee572-70be-4d42-9755-82ca8d39b5cc\" href=\"\">BIM</a> интерфейсе для RFEM, связанные с использованием IOM, сделают работу плагина более стабильной и устранят некоторые неудобства в функциональном плане.</p>\n<h2>Версии CAD / FEA приложений, поддерживаемые в релизе 21.1</h2>\n<p>Мы регулярно обновляем плагины IDEA StatiCa для связи со сторонними CAD / FEA приложениями. В каждом мажорном релизе IDEA StatiCa (в этом году это версии 21.0 и 21.1) мы будем поддерживать две последние версии сторонних приложений, для которых разрабатываются плагины. Более ранние версии будут переходить в разряд устаревших с каждым выходом новой версии IDEA StatiCa (в хотфиксах и патчах ситуация не меняется). С другой стороны, при выходе новой версии приложения мы постараемся реализовать взаимодействие с ним (обновить плагин) в течение 2 месяцев, и нужный BIM интерфейс появится в ближайшем патче IDEA StatiCa.</p>\n<p>Текущие поддерживаемые версии всегда можно найти на нашем сайте: <br>\n<a href=\"https://www.ideastatica.com/ru/support-center/bim-interfeisi-podderzhivaemie-versii-storonnih-prilozhenii\">BIM интерфейсы: Поддерживаемые версии сторонних приложений</a></p>\n<p>После выхода новой версии 21.1 мы будем поддерживать приложения, указанные в 1 столбце таблицы. В третьем столбце указаны версии, которые переходят в разряд устаревших, и больше не будут поддерживаться.</p>\n<figure data-asset-id=\"530aef57-782d-4042-86e5-177dd5a443c8\" data-image-id=\"530aef57-782d-4042-86e5-177dd5a443c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/28515dfb-0ad0-491c-a6c7-3eabfabffe12/BIMlinks_21-1.PNG\" data-asset-id=\"530aef57-782d-4042-86e5-177dd5a443c8\" data-image-id=\"530aef57-782d-4042-86e5-177dd5a443c8\" alt=\"\"></figure>\n<p>Устаревшие версии приложений по-прежнему могут использоваться для работы BIM интерфейсов. Тем не менее, мы не будем осуществлять активную техническую поддержку этих версий и исправлять возможные ошибки, возникающие при работе с ними.</p>"
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"value": "<p>The following article provides a complete overview of all anchoring cases that can be defined in IDEA StatiCa Detail.</p>\n<figure data-asset-id=\"c349ba2c-373b-459f-a33b-30c4475331ea\" data-image-id=\"c349ba2c-373b-459f-a33b-30c4475331ea\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cffbf0b-3804-403c-b450-7b49bd89adf7/anchoring%20types%20intro.png\" data-asset-id=\"c349ba2c-373b-459f-a33b-30c4475331ea\" data-image-id=\"c349ba2c-373b-459f-a33b-30c4475331ea\" alt=\"\"></figure>\n<p><strong>Cast-in-place</strong></p>\n<ol>\n <li>Reinforcement (from version 25.0)</li>\n <li>Washer plate (from version 25.1)</li>\n <li>Headed stud (from version 25.1)</li>\n</ol>\n<p><strong>Post-installed (adhesive) anchors</strong></p>\n<ol>\n <li>Reinforcement (from version 25.0)</li>\n <li>Threaded rod (from version 25.1)</li>\n</ol>\n<h2>Cast-in-place</h2>\n<p><strong>1. Reinforcement</strong></p>\n<p>Fasteners can be defined directly for each specific plate. Users may add an unlimited number of fasteners and even combine different types within a single plate. These are modeled as ribbed reinforcement embedded in concrete, with bond strength calculated according to code provisions in the same way as for standard reinforcement. At the anchor end, an anchorage type can be specified, functioning identically to reinforcement anchorage. In this case, an anchorage spring is applied, with the β-factor determined by the selected code.</p>\n<ul>\n <li><strong>Straight:</strong> Anchors can be arranged in rows and positions following a predefined key (similar to bolt placement in Connections). Material, length, and diameter, as well as specify an anchorage type can be defined.</li>\n <li><strong>L-shape:</strong> The end configuration is defined as L-shaped with an editable hook length.</li>\n <li><strong>U-shape:</strong> A continuous series of reinforcements forming a U-shape, connected on both sides.</li>\n</ul>\n<figure data-asset-id=\"23436de9-cb06-4efe-8916-ed491d1fbfea\" data-image-id=\"23436de9-cb06-4efe-8916-ed491d1fbfea\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2335e925-5f70-40ee-b3fa-5dfed9647913/reinforcement.png\" data-asset-id=\"23436de9-cb06-4efe-8916-ed491d1fbfea\" data-image-id=\"23436de9-cb06-4efe-8916-ed491d1fbfea\" alt=\"\"></figure>\n<p><strong>2. Washer plate</strong></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. It can be defined in either a circular or square shape, with fully customizable dimensions. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has <strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate.</p>\n<figure data-asset-id=\"892b0a1e-4af4-4904-ba8c-f45133eba18b\" data-image-id=\"892b0a1e-4af4-4904-ba8c-f45133eba18b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fbb4cd3-4f3a-46a5-8400-6b1b4fd42026/washer%20plate.png\" data-asset-id=\"892b0a1e-4af4-4904-ba8c-f45133eba18b\" data-image-id=\"892b0a1e-4af4-4904-ba8c-f45133eba18b\" alt=\"\"></figure>\n<p><strong>3. Headed stud</strong></p>\n<p>This element mechanically behaves like a washer plate, but is assigned corresponding material grades available in the MPRL. Headed studs can also be arranged in groups within the Cast-in place entity. </p>\n<figure data-asset-id=\"09e88d97-5fbd-45b0-89c3-000a2dd50d07\" data-image-id=\"09e88d97-5fbd-45b0-89c3-000a2dd50d07\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3e1c37b0-9178-4f09-bb33-e0de497e16e8/headed%20stud.png\" data-asset-id=\"09e88d97-5fbd-45b0-89c3-000a2dd50d07\" data-image-id=\"09e88d97-5fbd-45b0-89c3-000a2dd50d07\" alt=\"\"></figure>\n<p>A new control option allows defining which anchor group transfers specific load types, for example, assigning shear to studs while reinforcement carries tension and compression.</p>\n<figure data-asset-id=\"f284eeb8-55a8-4b03-bb5d-adb4db8cc552\" data-image-id=\"f284eeb8-55a8-4b03-bb5d-adb4db8cc552\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/91594ac1-8b37-4221-9e60-3be944fe47d6/headed%20stud%202.png\" data-asset-id=\"f284eeb8-55a8-4b03-bb5d-adb4db8cc552\" data-image-id=\"f284eeb8-55a8-4b03-bb5d-adb4db8cc552\" alt=\"\"></figure>\n<p>In addition, a stop criterion has been introduced to verify pull-out capacity in accordance with code requirements. Limit values for head-to-concrete or washer plate-to-concrete contact are calculated per the relevant standards and presented in a dedicated table, including the normative reference and the governing formula for the limit force.</p>\n<figure data-asset-id=\"4b2d4046-4ee7-499b-bc95-2061efbc98a5\" data-image-id=\"4b2d4046-4ee7-499b-bc95-2061efbc98a5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9adb4756-4c69-47c1-98e2-b7c0e704f78c/headed%20stud%203.png\" data-asset-id=\"4b2d4046-4ee7-499b-bc95-2061efbc98a5\" data-image-id=\"4b2d4046-4ee7-499b-bc95-2061efbc98a5\" alt=\"\"></figure>\n<h2>Post-installed anchors</h2>\n<p><strong>1. Reinforcement</strong></p>\n<p>These anchors are designed as bars installed into drilled holes and bonded to the surrounding concrete using adhesive. The <strong>design bond strength</strong> is specified directly by the engineer based on the technical documentation of the chosen adhesive product.</p>\n<figure data-asset-id=\"09743fd8-a868-4c28-87a3-e3e9fa02ae3e\" data-image-id=\"09743fd8-a868-4c28-87a3-e3e9fa02ae3e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aaba4823-75ed-4569-abd3-8b6613664df1/adhesive.png\" data-asset-id=\"09743fd8-a868-4c28-87a3-e3e9fa02ae3e\" data-image-id=\"09743fd8-a868-4c28-87a3-e3e9fa02ae3e\" alt=\"\"></figure>\n<p><strong>2. Threaded rod</strong></p>\n<p>It works in the same way as post-installed reinforcement, but with the advantage that the MPRL offers predefined standard material grades specifically for threaded rods.</p>\n<figure data-asset-id=\"d66c30b4-7714-4b3c-82e7-94ef636368d5\" data-image-id=\"d66c30b4-7714-4b3c-82e7-94ef636368d5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9c38d383-4dc0-4782-82ac-f1b855175b9c/adhesive%202.png\" data-asset-id=\"d66c30b4-7714-4b3c-82e7-94ef636368d5\" data-image-id=\"d66c30b4-7714-4b3c-82e7-94ef636368d5\" alt=\"\"></figure>\n<h2>Integration with IDEA StatiCa Connection and codes</h2>\n<p>These options are also consistent with IDEA StatiCa Connection. How this is aligned to different standards can be seen in the following table. </p>\n<figure data-asset-id=\"ec14893e-0c1c-4cc0-b6b3-debefb2249d5\" data-image-id=\"ec14893e-0c1c-4cc0-b6b3-debefb2249d5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8ee1339-0a52-4f9f-8d3e-537c6c044b4b/options_updated_v03.png\" data-asset-id=\"ec14893e-0c1c-4cc0-b6b3-debefb2249d5\" data-image-id=\"ec14893e-0c1c-4cc0-b6b3-debefb2249d5\" alt=\"\"></figure>\n<p>More about the anchoring plates (base plate, cast-in plate) options can be found in a <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">separate article</a>.</p>\n<p><em>Released in </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>, updated in </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>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>Here is an overview of common stand-off scenarios, including <strong>mortar joint</strong>, <strong>nuts</strong>, and <strong>gaps.</strong> Further in the article, you can find an explanation of the <strong>Cut thread</strong> function, which, when used correctly, can help you achieve an accurate representation of hinged versus fixed anchor–plate behavior. The feature enhances physical accuracy without compromising calculation efficiency.</p>\n<h2>1. Base plate options</h2>\n<h5>Stand-off</h5>\n<figure data-asset-id=\"fb0bcdd5-ee78-49ff-a8d2-92795cc23464\" data-image-id=\"fb0bcdd5-ee78-49ff-a8d2-92795cc23464\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aa025151-f01d-4d67-9455-c06bc4b25217/Stand%20off_00.png\" data-asset-id=\"fb0bcdd5-ee78-49ff-a8d2-92795cc23464\" data-image-id=\"fb0bcdd5-ee78-49ff-a8d2-92795cc23464\" alt=\"Stand off direct, mortar joint with nuts from top view\"></figure>\n<ul>\n <li><strong>Mortar joint – nuts from the top</strong>: a mortar layer can be defined with a specified thickness. The anchors are connected only from the top, modeling a hinged behavior.</li>\n</ul>\n<figure data-asset-id=\"7518f27f-418b-45a6-987e-9a3282d53880\" data-image-id=\"7518f27f-418b-45a6-987e-9a3282d53880\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21b26301-00b4-4cc9-a14e-72b420a522d5/base%20plate%20option%201.png\" data-asset-id=\"7518f27f-418b-45a6-987e-9a3282d53880\" data-image-id=\"7518f27f-418b-45a6-987e-9a3282d53880\" alt=\"\"></figure>\n<ul>\n <li><strong>Mortar joint – nuts from the top and bottom</strong>: a mortar layer with nuts on both sides, allowing a fixed anchor–plate connection.</li>\n</ul>\n<figure data-asset-id=\"26496737-dbf5-4af5-9fe6-2d182ad95301\" data-image-id=\"26496737-dbf5-4af5-9fe6-2d182ad95301\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dcc4d2f5-ffcf-474a-b2c3-18f8ce893fcb/base%20plate%20option%202.png\" data-asset-id=\"26496737-dbf5-4af5-9fe6-2d182ad95301\" data-image-id=\"26496737-dbf5-4af5-9fe6-2d182ad95301\" alt=\"\"></figure>\n<ul>\n <li><strong>Gap</strong>: a vertical clearance under the plate can be specified. Anchors are then directly loaded, with no contact between the plate and concrete.</li>\n</ul>\n<figure data-asset-id=\"eb140152-bee2-45bd-85fb-5972db18b0f7\" data-image-id=\"eb140152-bee2-45bd-85fb-5972db18b0f7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/82a1f6c8-d115-49bf-a561-f153b78dcc0b/base%20plate%20option%203.png\" data-asset-id=\"eb140152-bee2-45bd-85fb-5972db18b0f7\" data-image-id=\"eb140152-bee2-45bd-85fb-5972db18b0f7\" alt=\"\"></figure>\n<h3>Anchor types</h3>\n<p>Users can add <strong>an unlimited number</strong> of fasteners and even combine multiple types within a single plate. More information about anchor types (cast-in-place and post-installed) can be found in the <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a> article.</p>\n<h3>Cut thread option</h3>\n<p>The checkbox in the anchor properties lets you control how the anchor connects to the base plate and defines what behavior to expect from the steel-concrete connection.</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>The way of anchor-to-plate connection has a significant influence on the shear resistance from the point of view of the bearing of the concrete</li>\n </ul>\n</ul>\n<figure data-asset-id=\"19ef2cd6-abd8-4dfb-935a-47cd34106631\" data-image-id=\"19ef2cd6-abd8-4dfb-935a-47cd34106631\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9d52bcd8-3e9f-43a7-854e-6707321c824f/pinned%20vs%20fixed.png\" data-asset-id=\"19ef2cd6-abd8-4dfb-935a-47cd34106631\" data-image-id=\"19ef2cd6-abd8-4dfb-935a-47cd34106631\" alt=\"\"></figure>\n<p>For EN, 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.</p>\n<figure data-asset-id=\"9f5856d5-74e8-46e2-ba40-a10280782525\" data-image-id=\"9f5856d5-74e8-46e2-ba40-a10280782525\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/89506703-7f1b-4315-b692-cb52de24aab3/pinned%20vs%20fixed%202.png\" data-asset-id=\"9f5856d5-74e8-46e2-ba40-a10280782525\" data-image-id=\"9f5856d5-74e8-46e2-ba40-a10280782525\" alt=\"\"></figure>\n<h3>Technical notes</h3>\n<ul>\n <li>The mortar layer is modeled as a <strong>shell element</strong>, with its stiffness taken into account, while it is incompressible. This helps to redistribute local forces to the concrete and is valid for typical bedding thicknesses used in practice - 25-50 mm.</li>\n <li>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.</li>\n</ul>\n<p>Below is a summary table explaining axial and rotational constraints between the base plate and the anchor.</p>\n<figure data-asset-id=\"8f20b9bb-34c3-4ef5-a58d-6223b06a1810\" data-image-id=\"8f20b9bb-34c3-4ef5-a58d-6223b06a1810\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1ceb14ae-8ed4-428d-8c38-daa97ae4845f/Anchor%20constraints.png\" data-asset-id=\"8f20b9bb-34c3-4ef5-a58d-6223b06a1810\" data-image-id=\"8f20b9bb-34c3-4ef5-a58d-6223b06a1810\" alt=\"\"></figure>\n<p>These stand-off settings are transferable when importing models from Connection.</p>\n<p><em>Mortar joints and gaps are also available.</em></p>\n<h2>2. Cast-in plates options</h2>\n<p>Cast-in plates are available as a <strong>Load Transfer Device</strong> in the model entity selection. The <strong>plate’s geometry and position</strong> can be defined in a single property grid, while an additional table allows users to add and combine multiple <strong>groups of fasteners</strong>.</p>\n<figure data-asset-id=\"d129951b-e95a-4bb4-9092-0776492850e3\" data-image-id=\"d129951b-e95a-4bb4-9092-0776492850e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/22e02e2a-0d06-4add-8a77-db6b8abd453e/Cast-in_01.png\" data-asset-id=\"d129951b-e95a-4bb4-9092-0776492850e3\" data-image-id=\"d129951b-e95a-4bb4-9092-0776492850e3\" alt=\"\"></figure>\n<h3>Anchor types</h3>\n<p>Fasteners can be defined directly for each specific plate. Users can add <strong>an unlimited number</strong> of fasteners and even combine multiple types within a single plate. 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"value": "<p>In Detail, you can find <strong>cast-in plates</strong> with fasteners/reinforcement of several types commonly used in construction for securing beams, columns, or façade elements. Cast-in plates ensure strong and reliable load transfer between steel and concrete structures.</p>\n<h2>Cast-in plates in Detail</h2>\n<p>Cast-in plates are available as a <strong>Load Transfer Device</strong> in the model entity selection. The <strong>plate’s geometry and position</strong> can be defined in a single property grid, while an additional table allows users to add and combine multiple <strong>groups of fasteners</strong>. Fasteners can be defined directly for each specific plate. Users are able to add <strong>an unlimited number</strong> of fasteners and even combine multiple types within a single plate.</p>\n<figure data-asset-id=\"d129951b-e95a-4bb4-9092-0776492850e3\" data-image-id=\"d129951b-e95a-4bb4-9092-0776492850e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/22e02e2a-0d06-4add-8a77-db6b8abd453e/Cast-in_01.png\" data-asset-id=\"d129951b-e95a-4bb4-9092-0776492850e3\" data-image-id=\"d129951b-e95a-4bb4-9092-0776492850e3\" alt=\"\"></figure>\n<h2>Reinforcement types</h2>\n<p>The Cast-in plate<strong> </strong>allows for <strong>welded reinforcement</strong> in three shapes: <strong>Straight, L-shape, and U-shape</strong>. </p>\n<figure data-asset-id=\"f319d686-ac68-40db-90e3-46123bdafe09\" data-image-id=\"f319d686-ac68-40db-90e3-46123bdafe09\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/afe6f216-b5d8-4ec5-be74-7c4706406cca/Cast-in_02.png\" data-asset-id=\"f319d686-ac68-40db-90e3-46123bdafe09\" data-image-id=\"f319d686-ac68-40db-90e3-46123bdafe09\" alt=\"\"></figure>\n<ul>\n <li><strong>Straight:</strong> Anchors can be arranged in rows and positions following a predefined key (similar to bolt placement in Connections). Users can define material, length, and diameter, as well as specify an anchorage type.</li>\n</ul>\n<figure data-asset-id=\"34e765c1-c294-45ea-854d-7e39b28acb60\" data-image-id=\"34e765c1-c294-45ea-854d-7e39b28acb60\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3f2b9a03-0d51-40d9-b4ed-0ad29a9d70e7/Cast-in_03.png\" data-asset-id=\"34e765c1-c294-45ea-854d-7e39b28acb60\" data-image-id=\"34e765c1-c294-45ea-854d-7e39b28acb60\" alt=\"\"></figure>\n<ul>\n <li><strong>L-shape:</strong> Defined as two rows of anchors with adjustable spacing and row distance, with the option to specify anchorage type.</li>\n</ul>\n<figure data-asset-id=\"05bc4502-efd0-448b-ac31-691fc0339e9e\" data-image-id=\"05bc4502-efd0-448b-ac31-691fc0339e9e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/19fd529b-37a2-41bc-9e67-6b57545d84b3/Cast-in_04.png\" data-asset-id=\"05bc4502-efd0-448b-ac31-691fc0339e9e\" data-image-id=\"05bc4502-efd0-448b-ac31-691fc0339e9e\" alt=\"\"></figure>\n<ul>\n <li><strong>U-shape:</strong> A continuous series of reinforcements forming a U-shape, connected on both sides.</li>\n</ul>\n<figure data-asset-id=\"70de1642-91e7-42e4-afb6-71769cb64cfa\" data-image-id=\"70de1642-91e7-42e4-afb6-71769cb64cfa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/be27a2e9-4d96-4e7f-a8d4-8454237625a0/Cast-in_05.png\" data-asset-id=\"70de1642-91e7-42e4-afb6-71769cb64cfa\" data-image-id=\"70de1642-91e7-42e4-afb6-71769cb64cfa\" alt=\"\"></figure>\n<p><em>Released in </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<p><br></p>\n<h2>Headed stud</h2>\n<p>The headed stud transfers load to the concrete exclusively through compression contact. The head is modeled as a plate-shell element directly attached to the anchor shank with fully customizable dimensions. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has <strong>zero bond strength</strong>, the entire load is transferred to the concrete through the head.</p>\n<p>This element is assigned corresponding material grades according to ISO 13918 available in the MPRL. </p>\n<figure data-asset-id=\"1a9a4f84-61af-4408-93fd-1f4300ede70d\" data-image-id=\"1a9a4f84-61af-4408-93fd-1f4300ede70d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e650312b-b71a-4bae-ac5e-e49a49b35b49/Cast-in_02.1.png\" data-asset-id=\"1a9a4f84-61af-4408-93fd-1f4300ede70d\" data-image-id=\"1a9a4f84-61af-4408-93fd-1f4300ede70d\" alt=\"\"></figure>\n<h2>Model Behavior</h2>\n<p>Anchors are treated as elements resisting both <strong>shear and tension</strong>, as they are welded to the plate. 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"value": "<p>Many mid-20th-century designs used smooth rebars, whose bond behavior is significantly weaker than ribbed bars. Since design codes (EN, ACI, AS) are primarily based on ribbed reinforcement, this difference affects anchorage length, crack spacing, and stiffness modeling. With IDEA StatiCa Detail, it is possible accurately model and verify structures with smooth rebars, improving the reliability of crack width calculations and anchorage checks. This makes Detail a reliable <strong>tool for retrofitting and assessing older buildings, bridges, and precast elements</strong>.</p>\n<p>The option is available for all implemented codes.</p>\n<p>Switching the reinforcement type is possible in the <strong>Material Tab</strong>, where you can choose between two options: <em>Ribbed</em> to <em>Smooth</em>.</p>\n<figure data-asset-id=\"8500fd81-146f-4f75-90fb-1df140e77cd0\" data-image-id=\"8500fd81-146f-4f75-90fb-1df140e77cd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8afd2e09-1ddd-4bdf-9e43-c99e1e39dc3d/smooth%20rebars1.png\" data-asset-id=\"8500fd81-146f-4f75-90fb-1df140e77cd0\" data-image-id=\"8500fd81-146f-4f75-90fb-1df140e77cd0\" alt=\"\"></figure>\n<h2>Reduction factors</h2>\n<p>For ACI and AUS, the reduction factors for bond and anchorage length follow code definitions; for EN, values are inspired by fib Model Code 2010 but can be adjusted by the user.</p>\n<p>For consistency, the same reduction applied to bond strength in each design code is also used to scale the <strong>anchorage coefficient β</strong> in the CSFM (Compatible Stress Field Method) model. This ensures that the anchorage types, straight bar, hook, loop, etc., are correctly adjusted when smooth rebars are selected.</p>\n<figure data-asset-id=\"c9f8f0d5-1428-40f5-8b23-9e4c3eaf2c00\" data-image-id=\"c9f8f0d5-1428-40f5-8b23-9e4c3eaf2c00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0b9fc75-7f09-4109-807b-2d6fea925dbc/smooth%20rebars3.png\" data-asset-id=\"c9f8f0d5-1428-40f5-8b23-9e4c3eaf2c00\" data-image-id=\"c9f8f0d5-1428-40f5-8b23-9e4c3eaf2c00\" alt=\"\"></figure>\n<h2>Code-specific adjustments for smooth rebars</h2>\n<ul>\n <li><strong>EN 1992-1-1</strong>: Eurocode 2 does not explicitly cover smooth reinforcement in terms of bond strength (EN 1992-1-1:2004, CL. 8.4.2). For crack spacing calculation (CL. 7.3.4), the code implicitly assumes ribbed reinforcement. Based on research, other codes, and guidance from fib Model Code 2010 (CL. 6.1, Table 6.1-2), this is implemented as a user-defined multiplier “fbd multiplier for smooth rebars,” defaulting to 0.5.</li>\n <li><strong>ACI 318-19</strong>: Current ACI 318 (CL. 25.4.2.1) addresses development length only for deformed bars. Historical provisions in ACI 318-63 (§1402) specify that the required development length for plain (smooth) bars is twice that of deformed bars. Accordingly, Detail adopts a 0.5 bond reduction factor, consistent with this long-standing definition.</li>\n <li><strong>AS 3600:2018</strong>: Clause C13.1.3 explicitly defines the development length for plain (smooth) bars as 1.5 L<sub>sy,t</sub>, compared to L<sub>sy,t</sub> for deformed bars. This corresponds to a bond reduction factor of 0.67, which is directly applied in anchorage and crack spacing checks.</li>\n</ul>\n<p>The <strong>Tension chord model</strong> and <strong>Pull-out model</strong> were updated to reflect the reduced bond and different crack development of smooth rebars. For more information on the models, see the <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\"><strong>Theoretical Background</strong></a><strong>.</strong></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>Bond strength property of a Single anchor in <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">Detail 3D</a> is the <strong>design value</strong> of bond resistance of Adhesive (post-installed) anchor. It is a crucial parameter for anchoring design in Detail 3D.</p>\n<figure data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e158ca5-a37c-4b95-87d0-1ca92deb6930/bond%20strength%2001.png\" data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" alt=\"\"></figure>\n<p>In terms of EN 1992-4, we can define design bond resistence as τ<sub>Rd</sub> = τ<sub>Rk</sub> /γ<sub>Mp</sub> </p>\n<p>γ<sub>Mp</sub> is partial safety factor defined by table 4.1 in EN 1992-4</p>\n<p>γ<sub>Mp</sub> = γ<sub>Mc</sub> = γ<sub>c</sub> ⋅ γ<sub>inst</sub></p>\n<p>γ<sub>c </sub>= 1.5</p>\n<p><strong>γ</strong><strong><sub>inst </sub></strong>- factor accounting for the sensitivity to installation of post-installed fasteners. Can be found in relevant European Technical Product Specification for the specific product.</p>\n<p><strong>τ</strong><strong><sub>Rk</sub></strong> - is characteristic bond resistance of a post-installed bonded fastener. Depending on concrete strength class, and state of the concrete – cracked vs. uncracked. It can be found in certificate for injection mortar, for example ETA – European Technical Assesment.</p>\n<h3>Eurocode Example</h3>\n<p>Lets have post-installed bonded anchor made from M12 threaded bar and mortar Hilti HIT-HY 200-A V3. The hole is hammer-drilled. The anchor is installed in dry conditions into cracked C20/25 concrete. Design life is 50 years.</p>\n<p>At first we need to go to HIT-HY 200-A product web page <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549\">here</a>. We are looking for ETA document. Go to <strong>Technical data</strong> section of the page and open PDF document Technical data sheet for Hilti HIT-HY 200-A-R-V3 steel to concrete injectable mortar, English.</p>\n<figure data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/72b094a7-1c3f-4a8f-bc98-83572e478dc3/bond%20strength%2002.png\" data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" alt=\"\"></figure>\n<p>On page 3 of the document, you can find links to relevant ETA documents.</p>\n<figure data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111f3094-dc91-4b09-afff-0f1717fe7398/bond%20strength%2003.png\" data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" alt=\"\"></figure>\n<p>Open ETA-19/0601 linked in the first row of the table, which is relevant for us.</p>\n<figure data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23985608-cbd8-4b50-bb68-082641b12984/bond%20strength%2004.png\" data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" alt=\"\"></figure>\n<p>In table C1 of this document, you can find data for <strong>τ</strong><strong><sub>Rk</sub></strong> - characteristic bond resistance. Conservatively for temperature range II, in our case τ<sub>Rk</sub> = 8.0 MPa.</p>\n<figure data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3aabe16c-9075-4675-b1a4-4ea7e1f6a14b/bond%20strength%2005.png\" data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" alt=\"\"></figure>\n<p>In table C1 of the document, you can also find relevant γ<sub>inst </sub>values. In our case γ<sub>inst</sub> = 1.0.</p>\n<figure data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/83351d45-a532-4f48-8783-a69ef1b28ba1/bond%20strength%2006.png\" data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" alt=\"\"></figure>\n<p>The final value of design bond strength is τ<sub>Rd</sub> = 8.0 /(1.5x1.0) = 5.3 MPa. </p>\n<h3>ACI EXAMPLE</h3>\n<p>When using ACI, you can follow a similar process, for instance, Hilti HY200, go to their <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549?activeTab=preconfigured-kits-tabs\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">website</a>. Find the product technical guide and open the PDF, The approvals are shown on the second page: </p>\n<figure data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b05347e-cf65-432d-882d-c65ddb495457/Picture1.png\" data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" alt=\"\"></figure>\n<p>Then, we can open the selected ESR: <a href=\"https://icc-es.org/report-listing/esr-4868/\">https://icc-es.org/report-listing/esr-4868/</a></p>\n<p>The bond strength tables are in the document. They are presented as a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions. </p>\n<p>The resulting characteristic bond strength shall be multiplied by the associated <strong>strength reduction factor</strong>, and the bond strength may also be made for increased concrete compressive strength as noted in the <strong>footnotes</strong> to the bond strength tables. </p>\n<p>Once you find the correct table, select the characteristic bond strength in cracked concrete, which is due to the principles of the Detail app, where the strength in tension is neglected. </p>\n<figure data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95261489-f2e9-4d04-ba7e-c1eae43bbe7f/2025-07-15_13-19-36.PNG\" data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" alt=\"Table 13 Bond strength design information \"></figure>\n<ul>\n <li>τ<sub>Rk</sub>=840 psi</li>\n <li>φd=0.65</li>\n <li>Concrete increase factor for a f'c=4000 psi= 1.0481</li>\n <li>IDEA StatiCa bond strength input = 0.65*1.0481*840psi= 572.26 psi</li>\n</ul>\n<p>The bond strength should be input from technical data sheets; do not consider the values we have by default.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n138cb282_2119_0146_0e7d_e1319f1f20fa\"></object>"
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"value": "<p>The Eurocode specifies several methods of failure of anchors and concrete footings and further divides them according to the loading type. In <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, we have been able to assess the anchors up to now, but with some limitations, assessments had to be done manually. </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>At the same time, reinforcement for concrete blocks was impossible to account for. This is now changing with IDEA StatiCa Detail 3D, which adds more possibilities. IDEA StatiCa Detail 3D does not offer assessments as we are used to in the standard that defines them for plain concrete. However, with FE analysis, we can verify that reinforced concrete will satisfy the specified load, and here, it will <strong>prevent the failure of the concrete, which would correspond</strong> to those conditions. The apps work independently and can be used separately, but thanks to the <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">link between Connection and Detail</a>, it is also possible to use Detail only as a supplementary calculation. </p>\n<p>Now, let's go through the Eurocode conditions one by one and the possibilities the applications offer us. </p>\n<h2>Tensile force</h2>\n<p>Eurocode divides the first type of load (<strong>tensile force</strong>) into 6 possible cases of anchor or concrete block failure (a, b, c, d, e, f) and two more for reinforced footings (g, h). </p>\n<p>The figure below schematically shows which type of failure you can assess with the Connection app and what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.1) for anchor design <strong>(CBFEM)</strong>, while IDEA StatiCa Detail is based completely on the finite element method <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Some assessment options are, therefore, overlapping in both applications, but always with a different method. </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>By the nature of the methods implemented in the software, only plain concrete can be considered in Connection, while <strong>only reinforced concrete footing can be considered in Detail</strong>. </p>\n<figure data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b6dc14ff-0803-4a93-a913-771822b326de/Anchoring%20in%20Detail%203D%20-%20Tension.png\" data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" alt=\"\"></figure>\n<p>The main assumptions and limitations of the analysis for the IDEA StatiCa Detail 3D are mentioned in the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations</a>. </p>\n<h4>a) Steel failure </h4>\n<p>Steel failure of<strong> tension-loaded</strong> anchors alone is verified in both applications. Anchor tensile resistance is checked in Connection according to the following formula:</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>In Detail, the anchors are checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. </p>\n<figure data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8adc76b4-1d26-4f8a-a12a-43914b057c9a/Project%20settings.png\" data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\" alt=\"\"></figure>\n<p>In older versions, the anchors are checked like regular reinforcement bars, based on the stress–strain diagrams defined for particular materials, while using the value of limit strain maximally 5% (calculated based on tension stiffening effect read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>)</p>\n<h4>b) Concrete cone failure </h4>\n<p>Concrete cone failure can be verified in Connection. However, at Connection, the app can only consider <strong>plain concrete</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>Therefore, in case the concrete cone fails, it is appropriate to proceed to IDEA StatiCa Detail, where an analysis of the entire reinforced block is provided. The tensile strength of the concrete is conservatively neglected, which means the bearing capacity for cone failure is, to a considerable extent, determined by the specified amount of reinforcement. In the picture below, you can see the <strong>directions of the principal stresses</strong> that indicate the shape of the cone mentioned above. In the right part, you can see the values of the concrete stresses, which are assessed with the limit values. </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) Pull-out failure</h4>\n<p>This code-check is in Connection only for certain cases (see the first picture in this article). An additional assessment is necessary for post-installed mechanical anchors. </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>In Detail, it is possible to set up so-called <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">adhesive anchors</a> and specify the design bond strength according to their technical parameters. The anchors will then be verified based on these parameters. (Applicable only for reinforced concrete.)</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) Combined pull-out and concrete failure of bonded fasteners</h4>\n<p>This failure can only be detected in Detail, where the concrete stresses and the anchorage areas are assessed using 3D CSFM. The Combined pull-out and concrete failure mechanism is in Detail based on principles defined above, and its assessment is part of the concrete strength and anchorage check. (Applicable only for reinforced concrete.)</p>\n<h4>e) Concrete splitting failure</h4>\n<p>It is not possible to assess in Connection. For Detail, Splitting failure is usually a problem of plain concrete, where the use of reinforcement prevents it from occurring. At the same time, it is possible to see the stresses and strains of both the reinforcement under compression or tension and the concrete under compression in the Detail app. </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) Concrete blow-out failure </h4>\n<p>For plain concrete, empirical code-check according to Eurocode in Connection is 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>For reinforced structural members, it is possible to use Detail. Concrete blow-out failure is covered in the concrete strength analysis. Where the tensile stresses are transferred only by the reinforcement (as mentioned several times above).</p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel failure of reinforcement and anchorage failure of reinforcement is part of the reinforcement assessment in Detail. </p>\n<p><strong>g) Steel failure of reinforcement</strong></p>\n<p><strong>h) Anchorage failure of reinforcement</strong></p>\n<h2>Shear load</h2>\n<p>Eurocode divides the second type of load (<strong>shear force</strong>) into 4 possible cases of anchor or concrete block failure (a, b, c, d) and two more for reinforced footings (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>The figure below shows <strong>schematically</strong> which type of failure you can assess with the Connection app and also what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.2) <strong>for anchor design </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a><strong>.</strong> All types of failure caused by shear force can be covered in the Connection app. </p>\n<figure data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0383712-82f9-48f8-9dbc-17b6eac2b66a/Anchoring%20in%20Detail%203D%20-%20Shear.png\" data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" alt=\"\"></figure>\n<p>In the IDEA StatiCa Detail 3D, shear can be transferred by friction, anchors or shear lug. It is important to say that only the footing is assessed. Other steel parts (e.g. shear lug, welds) need to be checked in Connection or somewhere else. Again, it must be emphasized that only reinforced concrete is required.</p>\n<h4>a) Steel failure without lever arm</h4>\n<p>Steel failure without the lever arm of shear-loaded anchors is verified in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</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>In Detail, the anchors are again checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. The assessment is not possible in Detail for older versions.</p>\n<h4>b) Steel failure with lever arm</h4>\n<p>Steel failure with the lever arm of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</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>The assessment is not possible in Detail.</p>\n<h4>c) Concrete pry-out failure</h4>\n<p>Concrete pry-out failure of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</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>The shear capacity of the concrete through the base plate is then assessed in the Detail application. </p>\n<h4>d) Concrete edge failure</h4>\n<p>Concrete edge failure of shear-loaded anchors is verified in Connection only for plain concrete. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</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>Concrete edge failure can be checked in the Detail (reinforced concrete only). </p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel and anchorage failure of reinforcement is part of the reinforcement assessment in IDEA StatiCa Detail. </p>\n<p><strong>e) Steel failure of supplementary reinforcement</strong></p>\n<p><strong>f) Anchorage failure of supplementary reinforcement</strong></p>\n<h2>Conclusion</h2>\n<p>The most significant advantage can be found in examples such as anchoring close to an edge and other cases where plain concrete does not meet the required load. Note that, anchors and shear lugs need to be further assessed in Connection, but together, these two software tools provide a comprehensive solution.</p>\n<p>Due to the method and the way the application is designed, the <strong>Detail application is only suitable for reinforced footings.</strong> </p>\n<p><br></p>"
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"value": "<h2>1 New project</h2>\n<p>Run the <strong>IDEA StatiCa Connection</strong>. Everything starts on the <strong>Steel</strong> card. </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>Keep default settings</strong> for anchoring topology and step into the app. </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 Design</h2>\n<p><strong>After creating the solution</strong> from the template, to move the footing to the edge, we have to <strong>explode the template to separate operations. </strong></p>\n<figure data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fea954d-3d4b-4484-8cc8-1623c694e003/1.png\" data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" alt=\"\"></figure>\n<p>Let's adjust the baseplate and set <strong>The Shear Force transfer</strong> as<strong> Friction</strong>. </p>\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><em>Note: Since the release of </em><em><strong>version 24.1, IDEA StatiCa Detail</strong></em><em> has been out of BETA for </em><em><strong>3D anchoring design</strong></em><em>. With this new version, shear can be transferred through anchors, shear lugs, and friction, too. </em></p>\n<p><strong>Input the internal forces</strong> for biaxially loaded anchoring. The internal forces cause compression stress on the contact between the ground and the concrete block. By default, the concrete block is assumed to be cracked. </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 Check</h2>\n<p><strong>Move</strong> to card,<strong> Check</strong> and <strong>Calculate</strong>. The code check proves the failure mode on the anchors. Let's explore more in detail about it.</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>Let's explore the potential failures for tension, shear, and mutual interaction according to EN 1992-4. </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>Please review the Detailed Check</strong> <strong>of the Anchors,</strong> as it reveals a nonconformity on the first page. <strong>This will inform you of the code-checks that you need to perform manually or using other methods</strong>, as they are not included in IDEA StatiCa Connection. It is recommended that you take the necessary actions to address this issue.</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>Due to the failure of <strong>Anchor Check</strong>: </p>\n<ul>\n <li>The problem is caused by the <strong>Concrete breakout resistance of anchors in tension and shear</strong></li>\n <li><strong>This issue can be easily solved in IDEA StatiCa Detail, powered by the 3D CSFM method</strong>. It helps you overcome the model of plain concrete cracked blocks in IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Export</h2>\n<p>The in-house developed application<strong> IDEA StatiCa Connection now features a powerful BIM link into Detail</strong>, allowing for the design and check of reinforced concrete blocks with multiple combinations.</p>\n<p>Prerequisites for export: </p>\n<ul>\n <li>The model has to be<strong> pre-calculated and the results included</strong></li>\n</ul>\n<p>Go to the card <strong>Check -> RC check -> Save.</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>The export is allowed only for anchoring topology. The export allows the transfer of:</p>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: Post installed (Adhesive) /Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook/Headed stud</li>\n <li>Friction coefficient</li>\n</ul>\n<h2>5 Design</h2>\n<p>This section will allow you to modify Members, Supports, Loads&Combinations, and Rebar assembly.</p>\n<h3>Support</h3>\n<p>The ground has some stiffness, which should be considered for precise design. The <strong>Surface Support</strong> enables stiffness in all three directions and is set <strong>as default inactive in tension</strong> (boundary nonlinearity).</p>\n<ul>\n <li>Please be cautious while making assumptions about boundary conditions. In the case of nonlinearity, if the moments are quite high, the concrete block's support in tension may turn over during analysis, causing large rotations. This may lead to a divergent model due to the flexible body motion.</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>Transfer devices</h3>\n<p>The anchors are taken over from IDEA StatiCa Connection. Two types of anchors can be selected.</p>\n<p>Cast-in-place anchors: </p>\n<ul>\n <li>Pre-installed anchors with the same properties in bond as the reinforcement bars</li>\n</ul>\n<p>Post-installed (Adhesive) anchors:</p>\n<ul>\n <li>Post-installed (chemical anchors) with the option to customise your bond strength based on the actual bond strength.</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>Pay attention to the correct setting of the <strong>Interconnection with a base plate</strong>. In the case of importing the footing from the Connection application, the <strong>Transfer of axial forces</strong> should be <strong>OFF</strong>, and the <strong>Transfer of shear</strong> should be <strong>ON</strong>. The reason is that the anchors are loaded directly by forces. You can read more about this here.</p>\n<p>If you were to design a footing from scratch in the Detail application, both options would be ON. When transferring shear through anchors, the user must determine which anchors will bear the shear force and select the corresponding checkbox. This aligns with EN requirements, which specify that shear should only be assigned to anchors effective for the concrete edge failure check.</p>\n<h3>Reinforcements</h3>\n<p>Set the concrete cover to 40 mm, which will be used as the default value for the reinforcement.</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>Select the <strong>Rebar-Assembly(1)-->Group of the bars 3D(2) </strong>and filling out the <strong>Diameter</strong>, <strong>Properties</strong> and <strong>Geometry(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>Copy</strong> the operation and change the <strong>Surface</strong>. All the other options are retained. </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>Copy</strong> the operation and change the options below. </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>Copy </strong>the operation and change the options below. </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>Loads and combinations</h3>\n<p>Combinations are taken over from IDEA StatiCa Connection. All the consequences of import are mentioned <br>\nin detail in - Import of anchoring from Connection to Detail.</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<p>Let's create the <strong>Self-weight:</strong></p>\n<figure data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ae675a-14f5-4777-bb5a-f71dd34b0b1a/10.png\" data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" alt=\"\"></figure>\n<p>Create a combination with Self-weight, and add the coefficient for self-weight = 1.35 according to the codes <br>\nEN 1991-1-1</p>\n<figure data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bfc20268-0bc8-4f33-b60f-d84054bb7d91/10_1.png\" data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" alt=\"\"></figure>\n<h2>6 Check</h2>\n<p><strong>Before running the analysis</strong>, we highly recommend <strong>changing the mesh multiplier</strong> to two or three in order to speed up the calculation. This step is not mandatory, but it can reduce computational time and help detect any divergence issues. <strong>If everything works smoothly and no problems arise, you can switch back to a multiplier of one</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>Results</h2>\n<h3>Equivalent Principal Stress</h3>\n<p>The <strong>equivalent principal stress (EPS)</strong> in concrete is determined based on the volume behaviour of the concrete block. The areas that experience the highest load are identified and highlighted. In order to gain insight into the confinement in contrast with uniaxial compression, the equivalent stress is calculated using the kappa factor. More information about equivalent principal stress is enclosed in this article of the theoretical background.</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>Stress in rebars</h3>\n<p><strong>During the Reinforcement Check</strong>, it is critical to note that the anchor close to the corner is maximally utilised. </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>When displaying the utilisation of reinforcement, the user can clearly see which reinforcement contributes to transferring the load and preventing the concrete cone failure.</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>Anchorage</h3>\n<p>Double-check the <strong>Anchorage</strong> settings and activate the <strong>Total Force in Anchors</strong>. The forces in the anchors may vary slightly due to the different calculation approaches regarding the concrete block. The differences are not significant, though. </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>Deformations</h3>\n<p>Move to <strong>Auxiliary</strong> and turn on the <strong>Deformation</strong>.</p>\n<p>It is not necessary to perform a deformation check for ULS, but it is highly recommended to check the deformation after analysis to ensure that the model is not experiencing large deformation, large rotation or any finite element is damaged. This will provide an overview of the analysis results and help identify any issues that may have arisen during the analysis.</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 Report</h2>\n<p>At last, go to the <strong>Report Preview/Print</strong>. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</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>You have checked the whole connection design according to the codes EN 1993-1-8 and EN 1992-4. 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"value": "<h2>1. Why did the calculation stop early?</h2>\n<p>The stop criteria in the 3D CSFM model ensure simulations halt at defined limits, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a> in the theoretical background for IDEA StatiCa Detail. By default, the \"Stop at Limit Strain\" option is active, stopping calculations when some of ULS criteria are reached. Utilization is checked for concrete, reinforcement, and anchorage. Concrete strain is limited to 5 % in compression and 7 % in tension due to convergence needs. Rebar plastic strain is capped at 5 %, while anchorage uses slip-based limits, not bond stress. This could be caused by several reasons. The most common reason is missing reinforcement. Divergence errors may also arise from an improperly supported model, leading to excessive deformation. Another reason can be that the design is not satisfying for the specified load and is simply overloaded.</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. What types of supports can be used in Detail?</h2>\n<p>In 3D detailing, surface supports can add stiffness in all directions. By default, supports are compression-only (gray button), which can cause structures to \"fly away\" due to a lack of tension resistance. To allow tension, toggle the button to white. There are two different suggested approaches: </p>\n<p>1) Use default compression-only support for footings resting on ground, but remember to manually apply self-weight, as it's not exported from IDEA StatiCa Connection. </p>\n<p>2) For submodels (e.g., balconies, pedestals...) with continuous rebars, use standard support and continuous bar anchorage. This adds single-point constraints, ensuring proper force transfer and avoiding errors like concrete cover peeling or model divergence. Without it, models may fail due to strain limits (e.g., 7 % in tension). </p>\n<p>For detailed information about the functionalities of Detail 3D, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Full functionalities of 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. Why is it so important to follow the detailing rules?</h2>\n<p>The designed reinforcement should follow code-based detailing rules (e.g., supplementary reinforcement for tensile and shear force transfer according to EN 1992-4). Detail 3D ensures proper force flow: compression zones in concrete and tension in rebars. Proper reinforcement is essential as concrete doesn’t transfer tension. Detailing rules are not automated—users must apply them manually, and it is the structural engineer's responsibility to reinforce the concrete block in the correct way. </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. How do I model shear force transfer correctly?</h2>\n<p>Shear force in base plates can be transferred via friction, anchors, or shear lugs, but only one method can be used at a time. For friction, ensure correct load case sequencing: apply compression (permanent) first, then shear (variable). If done incorrectly, the base plate may \"fly away.\" </p>\n<p>With a proper loading sequence and the friction coefficient set to 0.25, shear force can be transferred for 25% of the compression force. For shear-lugs, full shear force is transferred through them, but they aren't checked in IDEA StatiCa Detail. First, check the shear lugs in IDEA StatiCa Connection, then import into Detail. Load transfer in concrete blocks follows typical stress paths (flanges/web) based on load direction. For anchors, the user can define which anchors are effective for shear transfer. Still, they also aren't checked for shear in Detail—so verify their capacity first in Connection before simulating in 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. What to consider when exporting from Connection to Detail?</h2>\n<p>The loads can be applied directly to anchors (tension, compression, shear) or the base plate (all six internal forces). Anchors and base plates are modeled as separate elements, so the force transfer between them must be manually activated through constraints. </p>\n<ul>\n <li>When exporting the anchoring model from IDEA StatiCa Connection (e.g., see <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM link Connection to Detail - Eccentrically loaded anchoring</a>), axial force transfer between anchors and the base plate is turned off to avoid unwanted additional prying of the base plate. </li>\n <li>Alternatively, when modelling from scratch and applying load directly on the base plate, the user has to activate axial and shear transfer between the base plate and anchors.</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. What stiffness of the base plate should be set?</h2>\n<p>Setting the correct stiffness of the base plate is also important. Three models are compared in the following figure: </p>\n<ul>\n <li>a flexible base plate exported from Connection, </li>\n <li>a flexible base plate modeled directly in Detail 3D with a load applied at a single point, </li>\n <li>and a rigid base plate with increased thickness, with a load applied at a single point. </li>\n</ul>\n<p>Results showed that flexible plates modeled directly in Detail 3D produce inaccurate stress distributions and artificial prying effects. The rigid plate eliminates these issues, giving results consistent with the Connection export. Anchor forces were similar in the first and the third models, but the second (flexible plate in Detail 3D) overestimated anchor forces by over 30 %, making it an incorrect approach. Therefore, if not exporting from Connection, and loading at a single point, to get the interaction between the base plate and concrete as close to reality as possible, the suggestion is to use the stiff base plate.</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<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d4076e6_85ee_0108_1893_42f54e5d6b8c\"></object>\n<h2>7. What about the contact stress?</h2>\n<p>In Connection, setting a Contact between two steel plates and displaying the contact stress is possible. However, it is a known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">here</a>) that the contact stress between steel plates is neglected during the export from Connection to Detail.</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<p>There are two consequences of this for the Detail model:</p>\n<ul>\n <li>Part of the load is missing completely.</li>\n <li>Imported loads are not in equilibrium, and the model can not be calculated because of huge base plate deformations and analysis divergence.</li>\n</ul>\n<p>How to resolve this limitation? There are two options:</p>\n<ul>\n <li>Modify your model in the Connection app so that there is no contact between plates, generating contact stresses. Operations <strong>End Plate</strong>, <strong>Splice</strong>, and <strong>Stiffening plate</strong> (input type <strong>Doubler</strong>) automatically generate contact in the background!</li>\n <li>Delete the load effects exported from the Connection model; select the base plate and change <strong>Load type</strong> to <strong>Column</strong>; add a new <strong>Load case</strong> and a <strong>Load impulse,</strong> and input the internal forces as in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6faacfec-06c2-4cfc-b034-bdd42090afea/What%20about%20the%20contact%20stress%2002.png\" data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" alt=\"\"></figure>\n<h2>8. Why does bond stress exceed 99,9 % so fast?</h2>\n<p>In most models, bond stress in anchorage exceeds 99,9% utilization for very low tension load levels. The reason can be found in the bond stress-strain diagram between the anchor/reinforcement and the concrete, as shown in the figure below. The bond reaches its ultimate stress rapidly, and any further loading leads to plastic deformation of the bond. To determine the ultimate bond stress for the adhesive anchors, see the article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Bond strength for anchors in 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. How should I manage mesh settings?</h2>\n<p>Mesh quality is crucial for 3D simulations, especially for nonlinear problems, as it directly impacts calculation time. The mesh multiplier ranges from 0.5 to 5, with 1 being the default. Using a factor of 5 speeds up simulations, helping identify errors, but results may be inaccurate (over 30% error). After verifying the model, the suggested factor is 1 or lower for accurate stress and strain, which increases analysis time. A coarse mesh (higher factor) is used for predesign, while a finer mesh (lower factor) provides more accurate results in the final simulation, especially around anchors.</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<h2>10. Is it possible to import multiple anchorings?</h2>\n<p>Yes, it is. And what happens after exporting the multiple anchoring from Connection to Detail? Two or more concrete blocks are imported to Detail depending on the number of base plates in the Connection, where every base plate has its own concrete blocks. The known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitation for Detail 3D</a>) is that multiple solid blocks are not supported in Detail. So the user has to delete all blocks besides one, and relate all the other base plates to that block. Then, the correct anchor and weld forces distribution is reached.</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<h2>Conclusion</h2>\n<p>The 3D CSFM in IDEA StatiCa Detail is a powerful tool for modeling nonlinear concrete and rebar behavior, ensuring compliance with Eurocode and ACI. It effectively handles bond interactions, tension and compression zones, and reinforcement layouts, offering robust anchoring and load transfer solutions. The criteria ensure that calculations stop when critical strain limits are reached, and proper reinforcement detailing is essential for realistic results. Mesh quality is crucial for accurate simulations, with finer meshes providing better precision at the cost of longer analysis times. Supplementary reinforcement, shear force transfer, and correct export settings are also key factors in achieving accurate, code-compliant designs.</p>\n<p>For more detailed information, take a look at the webinar <a data-item-id=\"fe18abc4-7d3c-45ac-97e6-002bf87224ef\" href=\"\">10 Most Frequently Asked Questions for 3D Anchoring</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n52d28e81_1616_01e2_a821_827f1ce6ac7c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ca2405e0_92af_011f_a520_4c427debe025\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2aa41181_a7e4_0123_9223_f5d0a6efae46\"></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. </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. </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 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 <strong>Mohr-Coulomb plasticity theory</strong> for monotonic loading.</p>\n<p>In general, for a given angle of internal friction of the concrete, which is around <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 <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.</p>\n<p>In 3D CSFM as implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </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> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases. </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> 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 – 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 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 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 = </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. </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</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. </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 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 – 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 – <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 <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 }}}\\) \\( \\textsf{\\textit{\\footnotesize{of the confining reinforcement (e.g., x = sx/2). }}}\\)</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>. </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. <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</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. </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. </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 </h3>\n<p>3D CSFM defines the concrete behavior based on the Mohr-Coulomb plasticity theory for monotonic loading. The method 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 is not suitable for simulating plain concrete 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 <em>φ</em> and cohesion parameter <em>c</em>. 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]. </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. </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> (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. </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. </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. </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 </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 </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 </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 </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 </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 </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. & Roure, Thierry & Arrieta, Benjamin & 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. </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 & 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. <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> (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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}Known limitations
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:
- In Detail, the anchors are only checked for tensile strength. It is necessary to use Connection for shear and interaction checks.
- Only models anchored via the base plate and only Direct contact can be imported to Detail (from Connection).
For a full list of limitations with further explanation, see the article: Known limitations for 3D Detail
Released in IDEA StatiCa version 24.1