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    "value": "<p>In practice, engineers may encounter different types of finite elements (from simple 1D bar elements to more complicated 3D brick elements) that are used in a variety of applications for the analysis and design of structural elements. A common feature of most of the computations in practice tends to be the linear behavior of the models, the advantages of which are undoubtedly speed, clarity, and simply the fact that for a large variety of problems, this solution is quite sufficient.</p>\n<p>Especially in the world of concrete structures, it often happens that the linear approach is not sufficient simply because after the first cracks appear in the loaded element, the stresses are redistributed and the problem becomes significantly non-linear.</p>\n<p>For these cases, it is necessary to choose one of the more sophisticated approaches. For 1D cases, analytical methods defined directly in codes can often be found. For example, popular Strut and Tie models can be built for 2D planar elements and discontinuity regions (D-regions), or the more sophisticated stress field method implemented in IDEA StatiCa Detail, CSFM, can be used.</p>\n<p>However, if the engineer encounters a problem that cannot be simplified into planar behavior, the options are very limited. Of course, a 3D Strut and Tie model can be built or semi-scientific software can be used for accurate analysis. These procedures are often time-consuming, not code-compliant, and require an engineer knowledgeable in advanced modeling methods.</p>\n<p>For this reason, IDEA StatiCa has developed and implemented the 3D CSFM (Compatible Stress Field Method) in the Detail application. 3D CSFM extends the established CSFM into a third dimension, offering a fast and code-compliant solution that is primarily applicable to the everyday engineer, giving them a unique new ability to safely tackle the complex details of concrete structures.</p>"
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    "value": "<p>3D CSFM defines the concrete behavior based on the<strong> Modified Mohr-Coulomb</strong> plasticity theory for monotonic loading. The method <strong>considers principal concrete stresses in compression and reinforcement stresses (σ</strong><em><strong><sub>sr</sub></strong></em><strong>) at the cracks while neglecting the concrete tensile strength (tension cut-off), except for its stiffening effect on the reinforcement (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>Tension stiffening</strong></a><strong>).</strong></p>\n<p><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>1</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>2</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>3</sub></strong><em><strong><sub>r</sub></strong></em><em><strong> ≤ 0 MPa</strong></em></p>\n<p>The reinforcement bars are linked to concrete volume finite elements through bond elements, allowing for slip between the concrete and reinforcement. It should be noted that 3D CSFM <strong>is not suitable for simulating plain concrete</strong> due to the absence of tension, which may result in misleading deformation and model divergence. Generally, the Mohr-Coulomb theory includes two fundamental properties governing the evolution of the plasticity surface in compression and partially in tension: the internal friction angle <em>φ</em> and cohesion parameter <em>c</em>. <strong>3D CSFM assumes a zero angle of internal friction </strong>(Fig. 1e), leading to a conservative design due to the plasticity surface resembling the Tresca model, which is independent of the first stress invariant.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Basic assumptions of the 3D CSFM: (a) principal stresses in concrete; (b) stresses in the reinforcement direction;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) stress-strain diagram of concrete in terms of maximum stresses; (d) stress-strain diagram of reinforcement}}}\\) \\( \\textsf{\\textit{\\footnotesize{in terms of stresses at cracks and average strains; (e) Mohr's circles for concrete model in 3D CSFM; (f) bond shear stress-slip}}}\\) \\( \\textsf{\\textit{\\footnotesize{relationship for anchorage length verifications.}}}\\)</em></p>\n<h4>Concrete&nbsp;</h4>\n<p>The presented material model is a multisurface plasticity model given by the combination of the Mohr-Coulomb and Rankine models for monotonic loading. It’s important to note that this model does not address unloading, therefore, state variables are not stored, as they would be in classical plasticity models used for cyclic loading.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>As already mentioned, the material model is intended for use in applications that calculate the response of reinforced concrete (not suitable for plain concrete). This is due to the exclusion of concrete in tension. Therefore, the model is not even suitable for structural elements where the design rules for reinforced concrete such as minimum reinforcement ratio, maximum bar spacing, etc., are not fulfilled. It should also be added that, for numerical stability reasons, a very small tensile capacity is defined in the model. The tensile part is restricted by planes corresponding to the Rankine model.</p>\n<p>3D CSFM in&nbsp;<em>IDEA StatiCa Detail</em>&nbsp;does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., it considers an infinitely plastic branch after the peak stress is reached). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the&nbsp;𝜂<sub>𝑓𝑐</sub>&nbsp;reduction factor defined in&nbsp;<em>fib</em>&nbsp;Model Code 2010 as follows:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>c</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<p>The <em>f</em><em><sub>c,red</sub></em> is then compared with the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> in concrete, which will be defined further, of course, with consideration of all safety factors prescribed by code.</p>\n<p>A detailed description of the concrete model can be found at the following link:</p>\n<ul>\n  <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Concrete Material Model for 3D Detail</strong></a></li>\n</ul>\n<h4>Reinforcement</h4>\n<p>The bilinear stress-strain diagram for reinforcement bars, as defined by design codes (Fig. 1d), represents an idealized model. This model necessitates knowledge of the basic properties of the reinforcement during the design phase, specifically the strength and ductility class. Alternatively, users have the option to define a customized stress-strain relationship.</p>\n<p>Tension stiffening is considered by modifying the stress-strain relationship of the bare reinforcing bar to capture the average stiffness of the bars embedded in the concrete (ε<sub>m</sub>) (Fig 1b).</p>\n<h4>Anchorage</h4>\n<p>Bond-slip between reinforcement and concrete is introduced in the finite element model by considering the simplified rigid-perfectly plastic constitutive relationship presented in (Fig. 1f), with&nbsp;<em>f</em><em><sub>bd</sub></em>&nbsp;being the design value (factored value) of the ultimate bond stress specified by the design code for the specific bond conditions.</p>\n<p>This is a simplified model with the sole purpose of verifying bond prescriptions according to design codes (i.e., anchorage of reinforcement). The reduction of the anchorage length when using hooks, loops, and similar bar shapes can be considered by defining a certain capacity at the end of the reinforcement, as will be described further.</p>\n<h4>Anchors</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces, as well as shear forces, considering the bending stiffness.&nbsp;</p>\n<p>The following types of anchors are available:</p>\n<ul>\n  <li>Cast-in-place anchors\n    <ul>\n      <li>Reinforcement</li>\n      <li>Washer plate</li>\n      <li>Headed stud</li>\n    </ul>\n  </li>\n  <li>Cast-in-place reinforcement\n    <ul>\n      <li>Reinforcement</li>\n      <li>Threaded rods</li>\n    </ul>\n  </li>\n</ul>\n<p><br></p>\n<p><strong>Cast-in-place - Reinforcement</strong></p>\n<p>Modeled as ribbed reinforcement embedded in concrete. Bond strength is calculated according to selected code rules in the same way as for standard reinforcement. At the anchor end, an <strong>Anchorage type</strong> can be defined, working identically to reinforcement - an anchorage spring is applied with the β-factor set according to the chosen code. Three geometric shapes are available: <strong>Straight, L-shape, U-shape</strong>.</p>\n<figure data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b7dc2b3e-f3e4-4741-8826-118ea9a6372a/Cast-in-reinforcement%20shapes.png\" data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Cast-in reinforcement anchor - shapes}}}\\]</em></p>\n<p><strong>Cast-in-place - Washer plate and Headed stud</strong></p>\n<p>The washer plate and the head of the headed stud are modeled as a plate-shell element from the corresponding material attached directly to the anchor shank. It transfers load to the concrete through compression-only contact. Available shapes: circular and square (only circular for headed stud), with customizable dimensions. The washer plate and head model is elastic and is not checked for resistance.&nbsp;</p>\n<p>At the finite element model level, the <strong>pull-out</strong> of the anchor is directly checked. The compression contact has stop criteria set so that it is not able to transfer greater contact stress to the concrete than prescribed by the selected standard. In practical terms, this means that if the anchor were to be loaded with a force that does not comply with the pull-out assessment, the result would be premature termination of the calculation because this stop criterion would be exceeded during further loading.</p>\n<p>The anchor shank has <strong>zero bond strength</strong> – all load is transferred to the concrete through the plate or head into the concrete.</p>\n<p><strong>Post-installed - Reinforcement and Threaded rod</strong></p>\n<p>Designed as bars installed into drilled holes and bonded with adhesive. The engineer specifies the <strong>design bond strength</strong> directly from the technical specification of the adhesive product.</p>\n<p>More information about connecting individual anchor types to the base plate or cast-in plate can be found in the chapter Finite elements types - <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#load-transfer-devices\" title=\"Load transferring devices\">Load transferring devices</a>.&nbsp;</p>"
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    "value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory&nbsp;is a&nbsp;mathematical model&nbsp;describing the response of<strong> </strong>brittle materials, to&nbsp;shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the&nbsp;compressive strength&nbsp;far exceeds the&nbsp;tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In&nbsp;structural engineering,&nbsp;it is used to determine failure load as well as the angle of&nbsp;fracture&nbsp;for displacement of fracture surface in concrete and similar materials.&nbsp;Coulomb's&nbsp;friction&nbsp;hypothesis is used to determine the combination of shear and&nbsp;normal stress&nbsp;that will cause a fracture of the material.&nbsp;Mohr's circle&nbsp;is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the&nbsp;principle of normality,&nbsp;the stress introduced at failure will be perpendicular to the line describing the fracture condition.&nbsp;</p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the&nbsp;angle of friction. This makes the strength of the material determinable by comparing the external&nbsp;mechanical work&nbsp;introduced by the displacement and the external load with the internal mechanical work introduced by the&nbsp;strain&nbsp;and stress at the line of failure. By&nbsp;conservation of energy,&nbsp;the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 6.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 7.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases.&nbsp;</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 6, where the real angle of internal friction is used, and Figure 7, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way.&nbsp;</p>\n<p>\\[\\kappa = &nbsp;&nbsp;\\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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    "value": "<h3>Equilibrium equations</h3>\n<p>The theory of small deformations enables the assembly of the equilibrium equation based on the undeformed volume using a first-order approach.&nbsp;</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Equilibrium equations and graphical representation on infinitesimal element}}}\\]</em></p>\n<h3>Compatibility equations</h3>\n<p>A solid body comprises infinitesimal volumes or material points, each of which is interconnected without gaps or overlaps. Mathematical conditions must be adhered to in order to prevent the occurrence of gaps or overlaps when a continuum body undergoes deformation.</p>\n<h3>Constitutive equations</h3>\n<p>The constitutive equations governing the behavior of 3D elements play a pivotal role in the analysis of material behavior in structural mechanics. These equations are formulated to accommodate the non-linear <strong>isotropic behavior</strong>, which is valid for <strong>solid block </strong>members in IDEA StatiCa Detail.&nbsp;</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 9\\qquad Linearly elastic isotropic compliance matrix}}}\\]</em></p>"
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    "value": "<p>3D CSFM considers continuous stress fields in the concrete (3D finite elements), complemented by discrete “rod” elements representing the reinforcement (1D finite elements). Therefore, the reinforcement is not diffusely embedded into the concrete 3D finite elements but explicitly modeled and connected to them.&nbsp;</p>\n<figure data-asset-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\" data-image-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c798c245-3d04-4741-9a1f-98fe77c3d439/FE%20model%203D%20Detail.png\" data-asset-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\" data-image-id=\"3ea5794c-8d0d-4cd1-ab18-33e0418b4a67\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 10\\qquad Rendering of the calculation model for concrete block and out-of-plane wall}}}\\]</em></p>"
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    "value": "<p>The non-linear (inelastic) finite element analysis model is created by several types of finite elements used to model concrete, reinforcement, and the bond between them. Concrete and reinforcement elements are first meshed independently and then interconnected using multi-point constraints (MPC elements). This allows the reinforcement to occupy any position not limited to nodes of tetrahedral mesh. To verify anchorage length, bond, and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC and bond elements}}}\\]</em></p>\n<h4>Concrete</h4>\n<p>Concrete is analyzed using <strong>mixed tetrahedral elements with nodal rotations</strong>. The tetrahedral elements allow us to mesh regions of any topology while the implemented formulation guarantees accurate deformation results (without spurious shear stress known as the shear lock effect) even for the coarse mesh which would not be suitable for linear tetrahedral elements formulation.&nbsp;</p>\n<p>Full integration is utilized. It means that each element is equipped with four integration points situated within the volume. Such an integration yields a precise strain and stress field, allowing for sufficient evaluation and presentation of the results across the whole volume. Subsequently, the stop criteria are established based on the value in the integration point.</p>\n<h4>Reinforcement</h4>\n<p>Rebars are modeled by two-node 1D “rod” elements (CROD), which only have axial stiffness. These elements are connected to special “bond” elements that were developed in order to model the slip behavior between a reinforcing bar and the surrounding concrete. These bond elements are subsequently connected by MPC (multi-point constraint) elements to the mesh representing the concrete. This approach allows the independent meshing of reinforcement and concrete, while their interconnection is ensured later.</p>\n<h4>Bond elements</h4>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (3D) and reinforcing bar elements (1D) in the finite element model. For this purpose, the “bond” finite element type was developed.</p>\n<p>The bond element is defined as a shell finite element connected to elements representing reinforcement by the first layer and by the second layer to concrete mesh via multi-point constraints (MPC elements). It should be noted that the bond element is always displayed in this article with a non-zero height, which is, however, defined as infinitesimal in the model.</p>\n<p>The behavior of this element is described by the bond stress, τ<em><sub>b</sub></em>, as a bilinear function of the slip between the upper and lower nodes, δ<em>u</em>, see (Fig. 12).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad (a)&nbsp;Conceptual&nbsp;illustration&nbsp;of&nbsp;the&nbsp;deformation&nbsp;of&nbsp;a&nbsp;bond&nbsp;element;&nbsp;(b) shear-deformation&nbsp;function}}}\\]</em></p>\n<p>The elastic stiffness modulus of the bond-slip relationship,&nbsp;<em>Gb</em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default&nbsp;<em>kg</em>&nbsp;= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as&nbsp;<em>Ecm</em>&nbsp;in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress,&nbsp;<em>f</em><em><sub>bd</sub></em>, provided in the respective selected design codes EN 1992-1-1 or ACI 318-19 are used to verify the anchorage length. The hardening of the plastic branch is calculated by default as&nbsp;<em>Gb</em>/105.</p>\n<h4>Anchorage spring</h4>\n<p>The provision of anchorage ends to the reinforcing bars (i.e., bends, hooks, loops…), which fulfills the prescriptions of design codes, allows the reduction of the basic anchorage length of the bars (<em>l</em><em><sub>b,net</sub></em>) by a certain factor β (referred to as the ‘anchorage coefficient’ below). The design value of the anchorage length (<em>lb</em>) is then calculated as follows:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Model for the reduction of the anchorage length: a) Anchorage force along the anchorage length of }}}\\] \\[ \\textsf{\\textit{\\footnotesize{the reinforcement bar, b) slip-anchorage force constitutive law}}}\\]</em></p>\n<p><br></p>\n<p>The reduction of the anchorage length is included in the finite element model by means of a spring element at the end of the bar (Fig. 13a), which is defined by the constitutive model shown in (Fig. 13b). The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement</p>"
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    "value": "<h3>Base plate</h3>\n<p>The base plate is modeled as an elastic shell element. The steel material used for base plates is defined in the Materials tab. The only physical property is the modulus of elasticity <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad The base plate material definition}}}\\]</em></p>\n<p>The base plate can be loaded by the point load (Fx, Fy, Fz, Mx, My, Mz) and the group of forces (Fx, Fy, Fz), mainly used for loading models exported from the IDEA StatiCa Connection. Note that point loads and point moments directly load the corresponding node of the base plate. It means that there is no redistribution, only by the stiffness of the base plate.&nbsp;</p>\n<p>This implementation allows importing load effects from the IDEA StatiCa Connection that are applied to the base plate at the location of the individual weld finite elements with the value and direction determined from the general stress of that weld finite element. More can be read in the corresponding chapter of this document.</p>\n<p>The second loading option is the <strong>Stub</strong> — representing a short portion of the column above the base plate. The stub is modeled as an elastic shell element structure and behaves as a physically accurate interface between the internal forces and the plate. The user selects a cross-section for the stub from a standard section database. The 6-component internal force set (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> — i.e. the base of the column. Constraints transfer the forces to the top face of the stub, from where they are naturally redistributed through the stub into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33381e95-f9e8-4586-8a4e-d723bbab5356/Stub%20for%20loading.png\" data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad The load transfer through the stub}}}\\]</em></p>\n<p><br></p>\n<p><strong>Shear transfer mechanism (from base plate to concrete block)</strong></p>\n<p>Frictional compression-only contact is defined between the baseplate and concrete. For the shear transfer user can choose from three options:</p>\n<ul>\n  <li><strong>By anchors</strong></li>\n  <li><strong>By friction</strong></li>\n  <li><strong>By shear lug</strong></li>\n</ul>\n<p>The software does not allow the combination of these shear transfer mechanisms.&nbsp;</p>\n<p><strong>The friction</strong> coefficient should be input as a designed (factored) value. In case the resultant shear force&nbsp;<em>F</em><em><sub>xy</sub></em><em> </em>exceeds the pressure force <em>F</em><em><sub>z</sub></em> times the frictional coefficient <em>μ,</em> the calculation will stop, and not all the loads will apply to the model. The condition is written as follows:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>This can be seen in the following example, where two load cases are considered.&nbsp;</p>\n<ul>\n  <li>LC1 - Permanent type - F<sub>z</sub> = 100 kN</li>\n  <li>LC2 - Variable type- F<sub>x</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Load input for example explaining shear transfer by friction}}}\\]</em></p>\n<p>In the first calculation step, all the permanent load is applied. Then the variable load is gradually applied until it reaches the value of the pressure load times the friction coefficient.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Results from example explaining shear transfer by friction}}}\\]</em></p>\n<p>The graph in Figure 18 defines the behavior of the frictional contact between the baseplate and concrete.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad Force-displacement graph describing the behavior of frictional contact}}}\\]</em></p>\n<p>The value of<em> F</em><em><sub>z</sub></em><em>μ</em> differs for each increment of the calculation, whereas the value of maximal shear deformation <em>u</em><em><sub>xy</sub></em> is constant.&nbsp;</p>\n<p>If the compressive normal force <em>F</em><em><sub>z</sub></em> and the shear force <em>F</em><em><sub>xy</sub></em> are input in one load case type (e.g. only permanent), and the condition of <em>F</em><em><sub>xy</sub></em><em>&nbsp;/ (F</em><em><sub>z</sub></em><em>μ)&nbsp;≤ 1</em> is not fulfilled<em>, </em>no load will be applied to the model because the condition is not fulfilled in any increment of the calculation.</p>\n<p><strong>The shear lug</strong> is connected with the concrete mesh by constraints allowing only compression only normal stress transfer.&nbsp;</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Shear lug transfer of shear mechanism}}}\\]</em></p>\n<p>The shear lug is modeled from elastic shell elements, where the modulus of elasticity E defines the material.</p>\n<p>The results are not evaluated and displayed for the base plate as well as for the shear lug.</p>\n<p><br></p>\n<p><strong>&nbsp;Base plate options &nbsp;(stand-off, grout)</strong></p>\n<p>The following set of stand-off options, fully aligned with the Connection application, is available.</p>\n<ul>\n  <li><strong>Direct</strong></li>\n  <li><strong>Mortar joint – nuts from the top</strong></li>\n  <li><strong>Mortar joint – nuts from the top and bottom</strong></li>\n  <li><strong>Gap</strong></li>\n</ul>\n<p>The mortar layer is modeled as a <strong>shell element</strong>, with its stiffness taken into account. Note that shell elements are incompressible in the direction of their thickness. This helps to redistribute local forces to the concrete and is valid for typical bedding thicknesses used in practice - 25-50 mm.</p>\n<p>The distinction between nuts only from the top (pinned interconnection between anchor and base plate) vs. top and bottom (fixed interconnection between anchor and base plate) strongly influences the shear capacity from the point of view of concrete bearing.</p>\n<h3>Anchors</h3>\n<p>The finite elements representing anchors are modeled to be able to transfer normal and shear forces to the concrete, also taking into account the bending stiffness of the anchors. To model the slip between the anchor and the surrounding concrete, the same bond and MPC elements are used as for the reinforcement. With the difference that:</p>\n<ul>\n  <li>For post-installed (adhesive) anchors, it is necessary to specify the design bond strength.</li>\n  <li>For Washer plates and Headed studs, the bond is neglected along the shank of the anchor. All axial load is then transferred to the concrete through the washer plate or head of the anchor.</li>\n</ul>\n<p>Anchors can be interconnected with base plates. For this interconnection, a fully nonlinear constraint is used to connect the anchor's end and a base plate node. This constraint allows us to control all degrees of freedom to ensure, for example, that the anchors transfer no compression force from the base plate, or that no shear is transferred by the anchor when modeling a shear lug, etc.</p>\n<p><strong>Interconnection with base plate</strong> properties for anchors allows the user to control whether the anchor will be connected with the base plate by the previously mentioned constraint and how.&nbsp;</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad Interconnection with base plate settings}}}\\]</em></p>\n<p>The <strong>Transfer of shear</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of shear. Note that it is not supported to combine shear transfer mechanisms, so for transfer by friction and shear lug, this checkbox is irrelevant. On the other hand, for shear transfer using anchors, this field gives the option to exclude some anchors from shear transfer.</p>\n<p>The <strong>Transfer of axial forces</strong> checkbox can be used to control whether the anchor and base plate will be connected or not in terms of the axial direction. This is mainly used for the export from the Connection feature (see the corresponding chapter). For manual modeling, it makes sense to have this checkbox always checked.</p>\n<p>When the checkbox is unchecked, the anchor is disconnected in both tension and compression (in the case of a model exported from the Connection application, the connection is replaced by a pair of forces). If the checkbox is checked, the anchor is always connected to the plate in tension, but the connection in compression is controlled by the anchor type and the type of stand-off. For more information, see Figure 23.</p>\n<p><strong>Cut threads</strong></p>\n<p>Controlled by a checkbox in anchor properties and has 2 purposes:</p>\n<p>1. Defines how the anchor connects to the base plate:</p>\n<ul>\n  <ul>\n    <li>For headed studs and cast-in reinforcement connected to the Base plate (not for Cast-in plates), it distinguishes between a <strong>bolt connection (pinned)</strong> and a <strong>welded connection (fixed)</strong> — visible in the 3D scene.</li>\n    <li>Note that the way of anchor-to-plate connection has a significant influence on the shear resistance from the point of view of bearing of the concrete.</li>\n  </ul>\n</ul>\n<figure data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30a7aadf-a72c-4ca5-be2f-35a9bf4f3c45/Cut%20threads%20weld%20or%20pinned.png\" data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Cut threads options}}}\\]</em></p>\n<p>2. For Eurocode, the resistance of the anchor with cut threads is reduced according to EN 1993-1-8 3.6.1 (3). It can be set in Project settings. For Threaded rods and Washer plates, it is recommended to keep this setting on at all times.</p>\n<h3>Axial and rotational interconnection between Anchor and Base plate</h3>\n<p>As already mentioned in this chapter, depending on the type of anchor, the stand-off setting, and whether or not cut threads are considered, anchors are connected to the base plate in different ways. In terms of rotational connection, this can be <strong>Hinged / Fixed</strong>. In terms of axial connection, this can be <strong>Tension / Tension + Compression</strong>. The rotational connection types strongly influence the shear capacity from the point of view of concrete bearing. In a 3D scene, it is easy to tell whether an anchor is connected as fixed or hinged based on the presence of nuts, see Figure 22.</p>\n<figure data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba36be0-87e2-416f-a380-66f3f14638dc/Rotational%20constrains.png\" data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Rotational constraints}}}\\]</em></p>\n<p>The following table shows all possible combinations of base plate connections with anchors and the corresponding rotational and axial connections.</p>\n<figure data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/568c6688-adc1-4f20-b28f-914f917ab5be/Axial%20and%20rotational%20constrains%20table.png\" data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>\n<h3>Cast-in plates</h3>\n<p>Cast-in plate is a special case of a base plate. It is modeled analogously with the following differences:</p>\n<p>Since the plate is embedded inside a concrete block, no type of stand-off can be specified. The depth of the slab embedding is neglected. The plate, modeled by shell elements, is placed directly on the concrete surface. Therefore, the side surfaces of the slab are not considered to be supported by the concrete.</p>\n<p>It is only possible to use Reinforcement and Headed studs, which, like classic anchors, can be set to be connected to the slab in the axial and shear directions. Practical experience and some national documents indicate the need to design Headed studs only for shear and Reinforcement for axial load. From the perspective of axial and rotational constraints, anchors are always connected as Fixed and Tension + Compression.</p>\n<figure data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b53c46b-318c-4347-bf21-959cbc8fbde8/Interaction%20with%20cast-in%20plate.png\" data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>"
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    "value": "<p>The finite elements are implemented internally, and the analysis model is generated automatically without any need for proficient user interaction. An important part of this process is meshing.</p>\n<h4>Concrete</h4>\n<p>All concrete members are meshed together. A recommended element size is automatically computed by the application based on the size and shape of the structure and taking into account the diameter of the largest reinforcing bar. Moreover, the recommended element size guarantees that a minimum of four elements are generated in thin parts of the structure, such as slender columns or thin walls, to ensure reliable results in these areas. Designers can always select a user-defined concrete element size by modifying the multiplier of the default mesh size.</p>\n<h4>Reinforcement</h4>\n<p>The reinforcement is divided into elements with approximately the same length as the concrete element size. Once the reinforcement and concrete meshes are generated, they are interconnected with bond elements, as shown in Fig. 9.</p>\n<h4>Refinement</h4>\n<p>Concrete mesh is automatically refined around anchors, around shear lugs, and under the stub for loading. The size of the refined mesh is approximately twice smaller than the basic concrete mesh. The radius of the refined area is defined approximately as the element size multiplied by two.</p>"
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    "value": "<p>A standard full Newton-Raphson (NR) algorithm is used to find the solution to a non-linear FEM problem.&nbsp;</p>\n<p>Generally, the NR algorithm does not often converge when the full load is applied in a single step. A usual approach, which is also used here, is to apply the load sequentially in multiple increments and use the result from the previous load increment to start the Newton solution of the subsequent one. For this purpose, a load control algorithm was implemented on top of the Newton-Raphson. In the case that the NR iterations do not converge, the current load increment is reduced to half its value, and the NR iterations are retried.</p>\n<p>A second purpose of the load-control algorithm is to find the critical load, which corresponds to certain “stop criteria” – specifically the maximum strain in concrete, the maximum slip in bond elements, the maximum displacement in anchorage elements, and the maximum strain in reinforcing bars. The critical load is found using the bisection method. In the case where the stop criterion is exceeded anywhere in the model, the results of the last load increment are discarded and a new increment of half the size of the previous one is calculated. This process is repeated until the critical load is found with a certain error tolerance.</p>\n<p>For concrete, the stop criterion was set to a 5% strain in compression (i.e., around an order of magnitude larger than the actual failure strain of concrete) and 7% in tension at the integration points of shell elements. In tension, the value was set to allow for the limit strain in reinforcement, which is usually around 5% without accounting for tension stiffening, to be reached first. In compression, the value was chosen from among several alternatives as one that is large enough for the effects of crushing to be visible in the results, but small enough so as not to cause too many problems with numerical stability.</p>\n<figure data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1178a514-d8d2-4a37-a0f2-517809af1881/16.png\" data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 25\\qquad Constitutive law of bond and anchorage elements used for anchorage length verification: a) Bond shear stress}}}\\] \\[ \\textsf{\\textit{\\footnotesize{slip response of bond element, b) force-displacement response of an anchorage element}}}\\]</em></p>\n<p><br></p>\n<p>For reinforcement, the stop criterion is defined in terms of stresses. Since stresses at the crack are modeled, the criterion in tension corresponds to the reinforcement tensile strength accounting for the safety coefficient. The same value is used for the criterion in compression.</p>\n<p>The stop criterion in bond elements and anchorage springs is α·δ<em><sub>umax</sub></em>, where δ<em><sub>umax</sub></em>&nbsp;is the maximum slip used in code checks and α = 10.</p>\n<p><br></p>\n<p>Other stop criteria for anchoring:</p>\n<ul>\n  <li>Pull out of headed anchors (maximal contact compression stress at the top face of the head of the anchor).&nbsp;</li>\n  <li>Maximal shear force that can be transferred by the anchor from the point of view of the bearing of concrete.</li>\n</ul>\n<p>These two criteria are dependent on the selected code. You can find more information about them in the sections explaining the code-dependent parts of structural analysis in the application.</p>"
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    "value": "<p>The IDEA StatiCa Detail model does not always have to be modeled from scratch or from a template. There is also an option to import the model, including load effects, from IDEA StatiCa Connection. In Connection, the steel superstructure above the concrete block is analyzed using a nonlinear 3D model, while the concrete block itself is represented in a simplified way by a Winkler foundation. In Detail, on the other hand, the reinforced concrete block is modeled explicitly and checked in detail.</p>\n<p>When transferring the model, only the base plate, anchors, and concrete block are imported into Detail – the steel member itself (and its global stiffness) is not. In the Connection model, this steel member is connected to the base plate by a weld. The stresses in the weld finite elements are integrated and converted into a set of equivalent forces that load the base plate in Detail. In this way, the effect of the missing steel member is represented by weld forces applied directly to the base plate.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 26\\qquad Loads imported from IDEA StatiCa Connection}}}\\]</em></p>\n<p>Due to the different definition of stiffness between Connection and Detail (missing steel member, different material models, and concrete representation), a direct connection between the base plate and anchors in Detail would generally lead to a different redistribution of loads and, therefore, different tensile forces in the anchors. To avoid this, the anchors are imported <strong>axially disconnected</strong> from the base plate. Instead of transferring axial forces through the physical contact, the anchor tensions obtained from the Connection are applied directly to the anchors in Detail. At the same time, an equal and opposite force is applied to the base plate at each anchor location, so that the global equilibrium of the model is preserved. This pair of forces (one acting on the anchor, the other on the base plate) represents the interaction between the base plate and the anchor without allowing additional redistribution of axial forces in Detail. These two opposite forces are illustrated in Figure 26.</p>\n<p>However, the shear forces are still transferred by the connection between the base plate and the anchors (or shear lug, or friction). This is possible because a constraint is used to connect the base plate and the anchors in shear, allowing us to control the relevant degrees of freedom of this interconnection. In Detail, the user can therefore modify the shear load path – for example, by releasing shear in two of four anchors and keeping only the edge anchors engaged in shear – while the axial forces remain as imported from Connection.</p>\n<p>For <strong>cast-in plates,</strong> we adopted a different approach. Several European design recommendations require that only the reinforcement bars are considered to resist axial forces, while headed studs are assumed to transfer shear only. Since IDEA StatiCa Connection cannot internally separate axial forces in reinforcement anchors from those in headed studs during the export, the anchors of cast-in plates are imported into Detail <strong>fully connected, also in the axial direction</strong>. This allows the user to activate a design option in Detail where reinforcement anchors carry only axial tension and headed studs carry only shear. In this workflow, the axial force that was originally assigned to the headed studs has to be <strong>redistributed</strong> onto the reinforcement anchors within the Detail model. Such redistribution would not be possible if we used the pair-of-opposite-forces approach described above, which is why cast-in plates are handled differently.</p>"
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    "value": "<h3>Ultimate limit state</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis that takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>To expedite the calculation time and address any issues, consider using a coarse mesh by increasing the multiplier of the default mesh size in the Setup (Fig. 27). If the model performs well, revert the multiplier back to a factor of 1.</li>\n</ul>\n<figure data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1633c630-1610-428f-9f76-d50d4d8ce8c2/18.png\" data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 27\\qquad Mesh multiplier}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). Users can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 27).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code)), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>"
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    "value": "<h3>Concrete - ULS</h3>\n<p>The concrete model implemented in 3D CSFM is based on the uniaxial compression constitutive laws prescribed by EN 1992-1-1 for the design of cross-sections, which only depend on compressive strength. The parabola-rectangle diagram specified in EN 1992-1-1&nbsp;Cl. 3.1.7 (1) (Fig. 28a) is used by default in 3D CSFM, but designers can also choose a more simplified elastic ideal plastic relationship according to EN 1992-1-1&nbsp;Cl. 3.1.7 (2) (Fig. 28b). The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 28\\qquad The&nbsp;stress-strain&nbsp;diagrams&nbsp;of&nbsp;concrete&nbsp;for&nbsp;ULS:&nbsp;a)&nbsp;parabola-rectangle&nbsp;diagram;&nbsp;b)&nbsp;bilinear&nbsp;diagram}}}\\]</em></p>\n<p>The implementation of 3D CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cu</sub></em><sub>2</sub> (ε<em><sub>cu</sub></em><sub>3</sub>) in a value of 5% while EN 1992-1-1 assumes ultimate strain less than 0.35%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, their ultimate capacity <em>f</em><em><sub>cd</sub></em> according to EN 1992-1-1 3.1.3 is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p>α<em><sub>cc</sub></em> is the coefficient taking account of long-term effects on the compressive strength and of unfavorable effects resulting from the way the load is applied. It is according to EN 1992-1-1 Cl. 3.1.6 (1). The default value is 1.0.</p>\n<p><em>f</em><em><sub>ck</sub></em> is the concrete cylinder characteristic strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>By default, the idealized bilinear stress-strain diagram for the bare reinforcing bars defined in EN 1992-1-1, section 3.2.7 (Fig. 29) is considered. The definition of this diagram only requires the basic properties of the reinforcement to be known during the design phase (strength and ductility class). Whenever known, the actual stress-strain relationship of the reinforcement (hot-rolled, cold-worked, quenched, and self-tempered, …) can be considered. The reinforcement stress-strain diagram can be defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width). Using the stress-strain diagram with a horizontal top branch does not allow for the verification of structural durability. Therefore, manual verification of standard ductility requirements is necessary.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"Fig. 29\tStress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram with a horizontal top branch.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 29 \\qquad Stress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram}}}\\] \\[ \\textsf{\\textit{\\footnotesize{with a horizontal top branch.}}}\\]</em></p>\n<p>Tension stiffening (Fig. 30)&nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"Fig. 30\tScheme of tension stiffening.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 30\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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        "description": "Fig. 32\tThe setting of  load partial factors in Idea StatiCa Detail.",
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    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective safety coefficients prescribed in design codes, exactly as in conventional concrete analysis. Values of material safety factors prescribed in EN 1992-1-1 chap. 2.4.2.4 and factors for anchors prescribed in EN 1992-4, EN 1993-1-8, and EN 1994-1-1 are set by default, but the user can change safety factors in the Code and calculation settings (Fig. 31).</p>\n<figure data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/74bc9fff-b55c-46b3-a638-345044b4de8e/Partial%20safety%20factors.png\" data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 31\\qquad The setting of &nbsp;material safety factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Load safety factors have to be defined by the user in Combination rules for each non-linear combination of load cases (Fig. 32). For all templates implemented in <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, partial safety factors are already predefined.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"Fig. 32\tThe setting of  load partial factors in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 32\\qquad The setting of&nbsp; load partial factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>By using appropriate user-defined combinations of partial safety factors, users can also compute with 3D CSFM using the global resistance factor method (Navrátil, et al. 2017), but this approach is hardly ever used in design practice. Some guidelines recommend using the global resistance factor method for non-linear analysis. However, in simplified non-linear analyses (such as 3D CSFM), which only require those material properties that are used in conventional hand calculations, it is still more desirable to use the partial safety format.</p>"
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        "description": "Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.",
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    "value": "<p>The different verifications required by EN 1992-1-1 are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum Equivalent principal stress σ<em><sub>c,eq </sub></em>obtained from FE analysis and the limit value σ<em><sub>c,lim</sub></em> = <em>f</em><em><sub>cd</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to 1992-1-1&nbsp;Cl. 3.1.7 (1).</p>\n<p>This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction <em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks σ<em><sub>sr</sub></em> and the specified limit value σ<em><sub>s,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{for bilinear diagram with inclined top branch}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\textsf{\\small{for bilinear diagram with horizontal top branch}}\\)</p>\n<p>where:</p>\n<p><em>f</em><em><sub>yk</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the yield strength of the reinforcement according to EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is the ratio of tensile strength <em>f</em><em><sub>tk</sub></em> to the yield stress, <br>\n&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γ</em><em><sub>s </sub></em><sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sub>is the partial safety factor for reinforcement.</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value <em>σ</em><em><sub>s,lim</sub></em> is determined.</p>\n<p>In addition, the <em>N</em><em><sub>Ed</sub></em> and <em>V</em><em><sub>Ed</sub></em> values are specified for anchors, which are checked against <em>N</em><em><sub>Rd,s</sub></em> and <em>V</em><em><sub>Rd,s</sub></em> according to the selected code. The code is chosen depending on the type of anchor used in Project settings.</p>\n<figure data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/230a0c76-3c87-40ae-9f83-26d6635e85dc/Project%20settings%20-%20code%20select.png\" data-asset-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" data-image-id=\"3330b2c1-f91f-4b71-bac4-76ce7c775686\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 33\\qquad EN 1992-1-1 Figure 8.2 - Anchor check - Design code selection}}}\\]</em></p>\n<p>Since different approaches are chosen for checking anchors in different standards, the user can choose the following standards for individual anchor types:</p>\n<ul>\n  <li>Anchors made of bolt material - EN 1992-4, EN 1993-1-8</li>\n  <li>Headed studs subjected to axial force - EN 1992-4</li>\n  <li>Headed studs subjected to shear force - EN 1992-4, EN 1994-1-1</li>\n  <li>Anchors made of reinforcement - EN 1992-4</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1992-4 - 7.2.1.3</strong></p>\n<p>\\[N_{Rd,s} = \\frac{c \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– reduction for cut threads&nbsp;&nbsp;</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– minimum tensile strength of the bolt</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>Ms</sub></em> = partial safety factor for steel</li>\n</ul>\n<p>\\[\\gamma_{Ms} = 1.2 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.4\\]</p>\n<p>where:&nbsp;&nbsp;</p>\n<ul>\n  <li><em>f</em><em><sub>yk</sub></em>&nbsp;– minimum yield strength of the bolt</li>\n</ul>\n<p><br></p>\n<p><strong>Tension check according to EN 1993-1-8 - 3.6.1</strong></p>\n<p>\\[N_{Rd,s} = F_{t.Rd} = \\frac{c \\cdot k_2 \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em>&nbsp;– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3)&nbsp;</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;= 0.9 – factor for non-countersunk anchors&nbsp;</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor bolt ultimate tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– anchor bolt tensile stress area (reduced by the thread in the case of bolt material)</li>\n  <li><em>γ</em><em><sub>M2</sub></em> =1.25&nbsp;– partial safety factor for bolts (EN 1993-1-8, Table 2.1)&nbsp;</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1992-4 - 7.2.2.3</strong></p>\n<p>For stand-off = direct,&nbsp;<strong>the&nbsp;shear without lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.1):</p>\n<p>\\[V_{Rd,s} = \\frac{k_6 \\cdot A_s \\cdot f_{uk}}{\\gamma_{Ms}}\\]</p>\n<p>For stand-off = mortar joint,&nbsp;<strong>the&nbsp;shear with lever arm</strong>&nbsp;is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.2):</p>\n<p>\\[V_{Rd,s} = \\frac{\\alpha_M \\cdot M_{Rk,s}}{\\gamma_{Ms} \\cdot l_a}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><em><sub>6</sub></em>&nbsp;= 0.6 for anchors with fuk ≤ 500&nbsp;MPa;&nbsp;<em>k</em><em><sub>6</sub></em>&nbsp;= 0.5 otherwise</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– shear area of anchor reduced by threads</li>\n  <li><em>f</em><em><sub>uk</sub></em>&nbsp;– anchor bolt ultimate strength</li>\n  <li><em>α</em><em><sub>M</sub></em>&nbsp;=&nbsp;2 – full restraint is assumed (EN&nbsp;1992-4 – Cl.&nbsp;6.2.2.3)</li>\n  <li>\\(M_{Rk,s} = M^{0}_{Rk,s} \\left(1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right)\\)&nbsp;– characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n  <li><sub>&nbsp;</sub>\\(M^{0}_{Rk,s} = 1.2 \\cdot W_{el} \\cdot f_{ub}\\) – characteristic bending resistance of the anchor (ETAG&nbsp;001, Annex C – Equation (5.5b))</li>\n  <li>\\(W_{el} = \\frac{\\pi d^{3}}{32}\\)&nbsp;– section modulus of the anchor</li>\n  <li><em>d</em>&nbsp;– anchor bolt diameter; if the shear plane in a thread is selected (which always is for threaded rod), the diameter reduced by threads is used; otherwise, nominal diameter,&nbsp;<em>d</em><em><sub>nom</sub></em>, is used</li>\n  <li><em>N</em><em><sub>Ed</sub></em>&nbsp;– tensile force in the anchor</li>\n  <li><em>N</em><em><sub>Rd,s</sub></em>&nbsp;– tensile resistance of the anchor</li>\n  <li>\\(l_{a} = 0.5\\, d_{\\mathrm{nom}} + t_{\\mathrm{mortar}} + 0.5\\, t_{\\mathrm{bp}}\\)&nbsp;– lever arm</li>\n  <li><em>t</em><em><sub>mortar</sub></em>&nbsp;– thickness of mortar (grout)</li>\n  <li><em>t</em><em><sub>bp</sub></em>&nbsp;– thickness of the base plate</li>\n  <li>\\(\\gamma_{Ms} = 1.0 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.25\\) for \\(f_{uk} \\le 800 \\text{ MPa}\\) and &nbsp;\\(\\frac{f_{yk}}{f_{uk}} \\le 0.8\\);&nbsp;<em>γ</em><em><sub>Ms</sub></em><sub>&nbsp;</sub>= 1.5 otherwise – partial safety factor for steel failure (EN&nbsp;1992-4 – Table 4.1)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1993-1-8 - 6.2.2</strong></p>\n<p>Anchor shear steel resistance&nbsp;is determined according to EN 1993-1-8 – 6.2.2 (7)&nbsp;<strong>regardless of direct or mortar joint stand-off</strong>. The grout strength and thickness should be according to Cl. 6.2.5 (7).</p>\n<p>\\[V_{Rd,s} = F_{v,b,Rd} = \\min \\left\\{ F_{1v,b,Rd} ,\\, F_{2v,b,Rd} \\right\\}\\]</p>\n<p>where:</p>\n<p>\\[F_{1v,b,Rd} = \\frac{\\alpha_v \\cdot f_{ub} \\cdot A}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li><em>α</em><em><sub>v</sub></em>&nbsp;= 0.6 for grades 4.6, 5.6, 8.8, and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– ultimate tensile strength of the bolt material</li>\n  <li><em>A</em>&nbsp;– tensile stress area of the bolt, <em>A</em> = <em>A</em><em><sub>s,</sub></em> where&nbsp;<em>As</em>&nbsp;is the tensile stress area of the bolt (reduced by the thread)</li>\n  <li><em>γ</em><em><sub>M2</sub></em>&nbsp;– safety factor - EN 1993-1-8 – Table 2.1</li>\n</ul>\n<p>\\[F_{2v,b,Rd} = \\frac{\\alpha_b \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\]</p>\n<ul>\n  <li>​&nbsp;\\(\\alpha_b = 0.44 - 0.0003\\, f_{yb}\\)</li>\n  <li><em>α</em><em><sub>b</sub></em> is a&nbsp;coefficient depending on the yield strength of the anchor bolt</li>\n  <li><em>f</em><em><sub>yb</sub></em>&nbsp;– anchor yield strength; 235 MPa&nbsp;≤fyb​≤&nbsp;640 MPa</li>\n  <li><em>f</em><em><sub>ub</sub></em>&nbsp;– anchor tensile strength&nbsp;</li>\n  <li><em>A</em><em><sub>s</sub></em>&nbsp;– tensile stress area (reduced by the thread)</li>\n</ul>\n<p><br></p>\n<p><strong>Shear check according to EN 1994-1-1 - 6.6.3.1</strong></p>\n<p>\\[V_{Rd,s} = P_{Rd} = \\frac{0.8 \\, f_u \\, \\pi \\, d^2}{4 \\, \\gamma_v}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><em><sub>v</sub></em>&nbsp;is the partial factor for shear connection per EN 1994-1-1 chap. 2.4.1.2. The recommended value for <em>γ</em><em><sub>v</sub></em>&nbsp;is 1.25</li>\n  <li><em>d</em> is the diameter of the shank of the stud, 16 mm ≤ d ≤ 25 mm;</li>\n  <li><em>f</em><em><sub>u</sub></em>&nbsp;is the specified ultimate tensile strength of the material of the stud, but not greater than 500 MPa.</li>\n</ul>\n<p>In EN 1994-1-1, clause 6.6.3.1 also provides Equation (6.19), which limits the shear resistance of a stud by the punching (bearing) capacity of the concrete. In IDEA StatiCa Detail, this failure mode is not checked by a separate code formula in the post-processing. Instead, it is built directly into the nonlinear finite element analysis as a stop criterion: the analysis is terminated before the shear force in an anchor reaches the corresponding <em>P</em><em><sub>Rd</sub></em><br>\nfrom Equation (6.19). This approach is used because Equation (6.19) is valid only for headed studs welded to the steel plate and for stud diameters in the range 16 mm ≤ d ≤ 25 mm, as specified in 6.6.3.1.</p>\n<p>To cover a wider range of practical cases, we created a series of 3D reference models in Abaqus with anchor diameters from 8 mm to 50 mm and concrete strengths from C16/20 to C50/60. The studs were modeled either welded rigidly to the base plate or connected by a pinned (hinged) joint. The material models and contact parameters in Detail were then calibrated against these Abaqus simulations, which were themselves verified against Equation (6.19) within its validity range. This stop criterion is valid for all anchor types and all EN codes.</p>\n<p><br></p>\n<p><strong>Interaction of tension and shear in anchor steel</strong></p>\n<p>The interaction of tension and shear per EN 1993-1-8 is implicitly included in the anchor shear check.</p>\n<p>The interaction of tension and shear per EN 1992-4&nbsp;is determined separately for steel and concrete failure modes according to Table 7.3. Interaction in steel is checked according to Equation (7.54) or (7.57). The interaction in steel is checked for each anchor separately.</p>\n<p>Two approaches based on load conditions are applied for anchoring with supplementary reinforcement.</p>\n<ul>\n  <li>For anchors subjected to&nbsp;<strong>tensile and shear forces</strong>, the interaction is calculated as</li>\n</ul>\n<p>\\[\\left( \\frac{N_{Ed}}{N_{Rd,s}} \\right)^{2}+\\left( \\frac{V_{Ed}}{V_{Rd,s}} \\right)^{2}\\le 1\\]</p>\n<p><br></p>\n<p>EN 1994-1-1 states in Article 6.6.3.2 that if the anchor tensile force is greater than <em>0.1P</em><em><sub>Rd</sub></em>, the check is not covered by this standard. In such a case, the interaction is assessed in accordance with EN 1992-4 in the application. In such a case, the shear check should not be considered according to EN 1994-1-1.</p>\n<p><br></p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by EN 1992-4, Clause 7.2.1.5 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = k_2 \\cdot A_h \\cdot f_{ck} / \\gamma_{Mp}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><em><sub>h</sub></em> is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>ck</sub></em> is the characteristic compressive strength of concrete - EN 1992-1-1 Cl. 3.1.2</li>\n  <li><em>γ</em><em><sub>Mp</sub></em> is taken in the application as <em>γ</em><em><sub>Mp</sub></em> = <em>γ</em><em><sub>c</sub></em> with the default value of 1.5</li>\n  <li>&nbsp;<em>k</em><em><sub>2</sub></em>​ is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.&nbsp;</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.</p>\n<p><br></p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the ultimate bond strength <em>f</em><em><sub>bd</sub></em><sub>,</sub> according to EN 1992-1-1 chap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2.25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f</em><em><sub>ctd</sub></em><sub> </sub>&nbsp;&nbsp;&nbsp;&nbsp; is the design value of concrete tensile strength according to EN 1992-1-1 Cl. 3.1.6 (2). Due to the increasing brittleness of higher-strength concrete, <em>f</em><em><sub>ctk,0.05</sub></em><sub> </sub>is limited to the value for C60/75 according to EN 1992-1-1 Cl. 8.4.2 (2)</li>\n  <li>η<sub>1</sub>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is a coefficient related to the quality of the bond condition and the position of the bar during concreting (Fig. 34).</li>\n  <li>η<sub>1</sub> = 1.0 when ‘good’ conditions are obtained and</li>\n  <li>η<sub>1</sub> = 0.7 for all other cases and for bars in structural elements built with slip-forms, unless it can be shown that ‘good’ bond conditions exist</li>\n  <li>η<sub>2</sub> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; is related to the bar diameter:<br>\nη<sub>2</sub> = 1.0 for Ø ≤ 32 mm<br>\nη<sub>2</sub> = (132 - Ø)/100 for Ø &gt; 32 mm</li>\n</ul>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"Fig. 33\tDescription of bond conditions.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 34\\qquad EN 1992-1-1 Figure 8.2 - Description of bond conditions.}}}\\]</em></p>\n<p>In IDEA StatiCa Detail, the bond conditions are taken into account according to Fig. 34 c) and d). The direction of concreting can be set in the application for each project item as follows:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 35\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and Limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>σ</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>ultimate strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 36\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<h4>Anchorage types at the end of Reinforcement (Anchors and Rebars)</h4>\n<p>The available <strong>anchorage types</strong> in 3D CSFM include a straight bar (i.e., no anchor end reduction), bend, hook, loop, welded transverse bar, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 36 for longitudinal reinforcement and in Fig. 37 for stirrups. The values of the adopted anchorage coefficients are in accordance with EN 1992-1-1 section 8.4.4 Tab. 8.2. It should be noted that in spite of the different available options, 3D CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"Fig. 17\t Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the CSFM: (a) straight bar; (b) bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 37\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in the 3D CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;bend; (c) hook; (d) loop; (e) welded transverse bar; (f) perfect bond; (g)&nbsp;continuous bar.}}}\\]</em></p>\n<p><br></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"Fig. 18\t Available anchorage types and respective anchorage coefficients for stirrups. Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for stirrups.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Closed stirrups: (a) hook; (b) bend; (c) overlap. Open stirrups: (d) hook; (e) continuous bar.}}}\\]</em></p>\n<p>In order to comply with EN 1992-1-1, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in the CSFM is based on the parabolic-plastic stress-strain curve for concrete based on the Portland CementAssociation’s parabolic stress-strain curve described in PCA’s Notes on ACI 318-99 Building Code Requirements for Structural Concrete, Figure 6-8. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 39\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of the CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached it considers a plastic branch with ε<em><sub>c</sub></em><sub>0</sub> in maximum value 5% while ACI 318-19 Cl. 22.2.2.1 assumes ultimate strain less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>1</sub> is the Reduction factor of concrete compressive strength defined in ACI 318-19 Cl. 22.2.2.4.1. When using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>.</em></p>\n<p><em>Φ</em><em><sub>c </sub></em>is the strength reduction factor for concrete. The default value is set according to ACI 318-19 Table 24.2.1 (b)(f).</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered. See ACI 319-19 Cl. 20.2.1. The definition of this diagram only requires the basic properties of the reinforcement to be known - strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect.&nbsp;</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 40 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to ACI 318-19 Table 24.2.1.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>10% is selected as the limit strain at which the calculation is stopped. This is considered safe based on ASTM A955/A955M-20c Article 7.</p>\n<p>Tension stiffening (Fig. 41) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 41\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"Fig. 24\tCrack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with local non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar for non-stabilized cracking.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 20 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 20. A crack kinematic without slip (pure crack opening) is considered (Fig. 20a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 20b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>Please note, that the program displays values of θ<em><sub>r</sub></em> and θ<em><sub>b</sub></em> &lt; <em>π/2</em>. It means that the previous equation works for cases, where the reinforcement and crack go through the different quadrants of the Cartesian coordinate system as shown in Fig. 20, where reinforcement goes through I. and III. quadrants and crack through II and IV. For cases where the reinforcement and crack go through the same quadrants, the equation has to be modified as follows:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(-θ_r + θ_b + \\frac{π}{2}\\right)}\\]</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 20c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 21).</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"Fig. 25\tDefinition of the region at concave corners in which the crack width is computed as if it were non-stabilized.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>\n<h4>Tension stiffening</h4>\n<p>The implementation of tension stiffening distinguishes between cases of stabilized and non-stabilized crack patterns. In both cases, the concrete is considered fully cracked before loading by default.</p>\n<figure data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/80e8fffe-3c98-4677-af35-7c2ce025e0bb/Tension%20stiffening%20model.PNG\" data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" alt=\"Fig. 3\tTension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear, steel and concrete stresses, and steel strains between cracks, considering average crack spacing (λ=0.67); (b) pull-out assumption for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel; (d) detail of the initial branches of the tension chord response.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Tension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear,}}}\\) </em>\\( \\textsf{\\textit{\\footnotesize{steel and concrete stresses, and steel strains between cracks, considering average crack spacing); (b) pull-out assumption}}}\\) \\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting}}}\\) \\( \\textsf{\\textit{\\footnotesize{tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(d) detail of the initial branches of the tension chord response.}}}\\)</p>\n<p><br></p>\n<p><strong>Stabilized cracking</strong></p>\n<p>In fully developed crack patterns, tension stiffening is introduced using the Tension Chord Model (TCM) (Marti et al. 1998; Alvarez 1998)&nbsp;– Fig. 22a – which has been shown to yield excellent response predictions in spite of its simplicity (Burns 2012). The TCM assumes a stepped, rigid-perfectly plastic bond shear stress-slip relationship with τ<em><sub>b&nbsp;</sub></em>=&nbsp;τ<em><sub>b</sub></em><sub>0</sub>&nbsp;=2&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s</sub></em>&nbsp;≤&nbsp;<em>f</em><em><sub>y</sub></em> and τ<em><sub>b</sub></em>&nbsp;=τ<em><sub>b</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s&nbsp;</sub></em>&gt;&nbsp;<em>f</em><em><sub>y</sub></em>. Treating every reinforcing bar as a tension chord ­– Fig. 22b and Fig. 22a – the distribution of bond shear, steel, and concrete stresses and hence the strain distribution between two cracks can be determined for any given value of the maximum steel stresses (or strains) at the cracks.</p>\n<p>For <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;<em>s</em><em><sub>r</sub></em><sub>0</sub>, a new crack may or may not form because at the center between two cracks σ<em><sub>c</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ct</sub></em>. Consequently, the crack spacing may vary by a factor of two, i.e., <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;λ<em>s</em><em><sub>r</sub></em><sub>0</sub>, with l&nbsp;=&nbsp;0.5…1.0. Assuming a certain value for λ, the average strain of the chord (ε<em><sub>m</sub></em>) can be expressed as a function of the maximum reinforcement stresses (i.e., stresses at the cracks, σ<em><sub>sr</sub></em>). For the idealized bilinear stress-strain diagram for the reinforcing bare bars considered by default in the CSFM, the following closed-form analytical expressions are obtained (Marti et al. 1998):</p>\n<p>\\[\\varepsilon_m = \\frac{\\sigma_{sr}}{E_s} - \\frac{\\tau_{b0}s_r}{E_s Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\sigma_{sr} \\le f_y\\]</p>\n<p><br></p>\n<p>\\[{\\varepsilon_m} = \\frac{{{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}^2}Ø}}{{4{E_{sh}}{\\tau _{b1}}{s_r}}}\\left( {1 - \\frac{{{E_{sh}}{\\tau_{b0}}}}{{{E_s}{\\tau_{b1}}}}} \\right) + \\frac{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}}{{{E_s}}}\\frac{{{\\tau_{b0}}}}{{{\\tau_{b1}}}} + \\left( {{\\varepsilon_y} - \\frac{{{\\tau_{b0}}{s_r}}}{{{E_s}Ø}}} \\right)\\]</p>\n<p><em>\\[\\textrm{for}\\qquad\\qquad{f_y} \\le {\\sigma _{sr}} \\le \\left( {{f_y} + \\frac{{2{\\tau _{b1}}{s_r}}}{Ø}} \\right)\\]</em></p>\n<p><br></p>\n<p>\\[ \\varepsilon_m = \\frac{f_s}{E_s} + \\frac{\\sigma_{sr}-f_y}{E_{sh}} - \\frac{\\tau_{b1} s_r}{E_{sh} Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\left(f_y + \\frac{2\\tau_{b1}s_r}{Ø}\\right) \\le \\sigma_{sr} \\le f_t\\]</p>\n<p>where:<br>\n <em>E</em><em><sub>sh</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp; &nbsp;the steel hardening modulus <em>E</em><em><sub>sh</sub></em>&nbsp;=&nbsp;(<em>f</em><em><sub>t</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>)/(ε<em><sub>u</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;/<em>E</em><em><sub>s</sub></em>)&nbsp;,</p>\n<p><em>E</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of reinforcement,</p>\n<p><em>Ø</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; reinforcing bar diameter,</p>\n<p>s<em><sub>r</sub></em><em><sup>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sup></em>crack spacing,</p>\n<p>σ<em><sub>sr</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>reinforcement stresses at the cracks,</p>\n<p>σ<em><sub>s</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>actual reinforcement stresses,</p>\n<p><em>f</em><em><sub>y&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</sub></em>yield strength of reinforcement.</p>\n<p><br></p>\n<p>The Idea StatiCa Detail implementation of the CSFM considers average crack spacing by default when performing computer-aided stress field analysis. The average crack spacing is considered to be 2/3 of the maximum crack spacing (λ&nbsp;=&nbsp;0.67), which follows recommendations made on the basis of bending and tension tests (Broms 1965; Beeby 1979; Meier 1983). It should be noted that calculations of crack widths consider a maximum crack spacing (λ&nbsp;=&nbsp;1.0) in order to obtain conservative values.</p>\n<p>The application of the TCM depends on the reinforcement ratio, and hence the assignment of an appropriate concrete area acting in tension between the cracks to each reinforcing bar is crucial. An automatic numerical procedure has been developed to define the corresponding effective reinforcement ratio (ρ<em><sub>eff</sub></em><em> = A</em><em><sub>s</sub></em><em>/A</em><em><sub>c,eff</sub></em>) for any configuration, including skewed reinforcement (Fig. 23).</p>\n<figure data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c0d58ae-1639-4b2a-a99c-a5e274a318ac/Effective%20area%20of%20concrete.png\" data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" alt=\"Fig. 4\tEffective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated; (b) cover and global symmetry condition; (c) resultant effective area.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Effective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(b) cover and global symmetry condition; (c) resultant effective area.}}}\\)</em></p>\n<p><br></p>\n<p><strong>Non-stabilized cracking</strong></p>\n<p>Cracks existing in regions with geometric reinforcement ratios lower than ρ<em><sub>cr</sub></em>, i.e., the minimum reinforcement amount for which the reinforcement is able to carry the cracking load without yielding, are generated by either non-mechanical actions (e.g. shrinkage) or the progression of cracks controlled by other reinforcement. The value of this minimum reinforcement is obtained as follows:</p>\n<p>\\[{\\rho _{cr}} = \\frac{{{f_{ct}}}}{{{f_y} - \\left( {n - 1} \\right){f_{ct}}}}\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>y</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;reinforcement yield strength,</p>\n<p><em>f</em><em><sub>ct</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;concrete tensile strength,</p>\n<p><em>n</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modular ratio, <em>n</em>&nbsp;=&nbsp;<em>E</em><em><sub>s</sub></em>&nbsp;/&nbsp;<em>E</em><em><sub>c</sub></em>&nbsp;.</p>\n<p>For conventional concrete and reinforcing steel, ρ<em><sub>cr</sub></em> amounts to approximately 0.6%.</p>\n<p>For stirrups with reinforcement ratios below ρ<em><sub>cr</sub></em>, cracking is considered to be non-stabilized and tension stiffening is implemented by means of the Pull-Out Model (POM) described in Fig. 22b. This model analyzes the behavior of a single crack considering no mechanical interaction between separate cracks, neglecting the deformability of concrete in tension and assuming the same stepped, rigid-perfectly plastic bond shear stress-slip relationship used by the TCM. This allows the reinforcement strain distribution (ε<em><sub>s</sub></em>) in the vicinity of the crack to be obtained for any maximum steel stress at the crack (σ<em><sub>sr</sub></em>) directly from equilibrium. Given the fact that the crack spacing is unknown for a non-fully developed crack pattern, the average strain (ε<em><sub>m</sub></em>) is computed for any load level over the distance between points with zero slip when the reinforcing bar reaches its tensile strength (<em>f</em><em><sub>t</sub></em>) at the crack (<em>l</em><sub>ε,</sub><em><sub>avg</sub></em> in Fig. 22b), leading to the following relationships:</p>\n<figure data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/43adc17b-b9e9-4a81-ab9f-ff4c13297b34/Equation%201.2.4.2.PNG\" data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" alt=\"\"></figure>\n<p>The proposed models allow the computation of the behavior of bonded reinforcement, which is finally considered in the analysis. This behavior (including tension stiffening) for the most common European reinforcing steel (B500B, with <em>f</em><em><sub>t</sub></em>&nbsp;/&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;=&nbsp;1.08 and ε<em><sub>u</sub></em>&nbsp;=&nbsp;5%) is illustrated in Fig. 22c-d.</p>"
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                                "description": "Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.",
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                            "value": "<p>The CSFM considers continuous stress fields in the concrete (2D finite elements), complemented by discrete “rod” elements representing the reinforcement (1D finite elements). Therefore, the reinforcement is not diffusely embedded into the concrete 2D finite elements but explicitly modeled and connected to them. A plane stress state is considered in the calculation model.</p>\n<figure data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3f70008c-0c34-4dbe-8219-4d8aa7079bb5/Visualization%20of%20the%20calculation%20model.png\" data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" alt=\"Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Both entire <a data-item-id=\"a11adc2d-9c84-4667-8061-600660e1ad87\" href=\"\">walls</a> and beams, as well as details (parts) of beams (isolated discontinuity region, also called trimmed end), can be modeled. In the case of walls and entire beams, supports must be defined in such a way that an (externally) isostatic (statically determinate) or hyperstatic (statically indeterminate) structure results. The load transfer at the trimmed ends of beams is introduced by means of a special Saint-Venant transfer zone, which ensures a realistic stress distribution in the analyzed detail region.</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 connected to each other using multi-point constraints (MPC elements). This allows the reinforcement to occupy an arbitrary, relative position in relation to the concrete. If anchorage length verification is to be calculated, bond and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/511cc4d5-618a-4542-ac53-52a29549070f/Finite%20element%20model.png\" data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" alt=\"Fig. 15\tFinite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.}}}\\]</em></p>\n<h3>Concrete</h3>\n<p>Concrete is modeled using quadrilateral and trilateral shell elements, CQUAD4 and CTRIA3. These can be defined by four or three nodes, respectively. Only plane stress is assumed to exist in these elements, i.e., stresses or strains in the z-direction are not considered.</p>\n<p>Each element has four or three integration points which are placed at approximately 1/4 of its size. At each integration point in every element, the directions of principal strains α<sub>1</sub>, α<sub>2</sub> are calculated. In both of these directions, the principal stresses σ<em><sub>c</sub></em><sub>1</sub>, σ<em><sub>c</sub></em><sub>2</sub> and stiffnesses <em>E</em><sub>1</sub>, <em>E</em><sub>2</sub> are evaluated according to the specified concrete stress-strain diagram, as per Fig. 2. It should be noted that the impact of the compression softening effect couples the behavior of the main compressive direction to the actual state of the other principal direction.</p>\n<h3>Reinforcement</h3>\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 which 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<h3>Bond elements</h3>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (2D) and reinforcing bar elements (1D) in the finite element model. To this end, a “bond” finite element type was developed.</p>\n<p>The definition of the bond element is similar to that of a shell element (CQUAD4). It is also defined by 4 nodes, but in contrast to a shell, it only has a non-zero stiffness in shear between the two upper and two lower nodes. In the model, the upper nodes are connected to the elements representing reinforcement and the lower nodes to those representing concrete. 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><sub>u</sub></em>, see Fig. 14.</p>\n<figure data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1cc20fd2-92d7-42dc-ac17-24f318cbd45c/Bond.PNG\" data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" alt=\"Fig. 16 \t(a) conceptual illustration of the deformation of a bond element, (b) a stress-deformation function. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad (a) conceptual illustration of the deformation of a bond element; (b) a stress-deformation function.}}}\\]</em></p>\n<p><br></p>\n<p>The elastic stiffness modulus of the bond-slip relationship, <em>G</em><em><sub>b</sub></em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p>where:</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default <em>k</em><em><sub>g</sub></em><sub> </sub>= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as <em>E</em><em><sub>cm</sub></em> in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress, <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>G</em><em><sub>b</sub></em>/10<sup>5</sup>.</p>\n<h3>Anchorage spring</h3>\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>l</em><em><sub>b</sub></em>) is then calculated as follows:</p>\n<p>\\[l_b = \\left(1 - \\beta\\right)l_{b,net}\\]</p>\n<p>The intended reduction in <em>l</em><em><sub>b,net</sub></em> is equivalent to the activation of the reinforcing bar at its end at a percentage of its maximum capacity given by the anchorage reduction coefficient, as shown in Fig. 15a.</p>\n<figure data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/748b5346-4251-4154-b923-919c94d0c6d0/Model%20for%20the%20reduction%20of%20the%20anchorage%20length.PNG\" data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" alt=\"Fig. 19\t Model for the reduction of the anchorage length:  (a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad &nbsp;Model for the reduction of the anchorage length:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship.}}}\\]</em></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. 15), which is defined by the constitutive model shown in Fig. 15b. The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type,</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar,</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement.</p>"
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                            "value": "<p>Při výpočtu výsledků MSP se bere v úvahu pouze pružné chování betonu. Jinými slovy, pro beton se uvažuje nekonečný lineární diagram napětí a deformace. Při kontrole MSP lze zobrazit dlouhodobé nebo krátkodobé účinky. Jaký je rozdíl mezi těmito dvěma účinky? Přečtěte si článek níže (odstavec Beton MSP), kde se dozvíte více.</p>\n<ul>\n  <li><a data-item-id=\"1838439f-0398-4754-b0c9-6f627127a407\" href=\"\">Materiálový model (EN)</a></li>\n</ul>\n<h2>Napětí</h2>\n<p>Existují dvě možnosti zobrazení výsledků pro beton a výztuž:&nbsp;</p>\n<ul>\n  <li>poměr napětí a mezního napětí&nbsp;</li>\n  <li>samotné napětí&nbsp;</li>\n</ul>\n<p>Napětí se vypočítají pro <strong>charakteristické</strong> a<strong> kvazistálé</strong> kombinace zatížení.</p>\n<h4>Poměr napětí a limitního napětí</h4>\n<p>Výsledky jsou jasné na první pohled: Zelená barva znamená využití do 90 %, oranžová 90-100 % využití a červená nad 100 %.</p>\n<p>O tom, jak se mezní hodnota určuje, se dočtete v následujícím článku.</p>\n<ul>\n  <li><a data-item-id=\"70b033ed-8364-4692-a84d-8eda80f00dce\" href=\"\">Mezní stav použitelnosti</a></li>\n</ul>\n<figure data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d12601c9-32a1-408f-9b41-e031d5b6fc45/RC-D_06_20.png\" data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" alt=\"\"></figure>\n<figure data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45cd98c6-57b5-4373-a001-6e5c3ed8f5b8/RC-D_06_21.png.png\" data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" alt=\"\"></figure>\n<h4>Napětí</h4>\n<p>Způsob zobrazení je podobný výsledkům MSÚ (v tomto případě je napětí z výpočtu s pružným chováním betonu). Lze zobrazit rozložení napětí v betonu σ<sub>c</sub> pro aplikovanou část zatížení. Známé také jako hlavní napětí σ<sub>2</sub>.</p>\n<figure data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6f65c964-8c56-4aac-a14c-4307bfde6a8d/RC-D_06_22.png\" data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\" alt=\"\"></figure>\n<figure data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16c8bb7b-6bc7-4b9a-b27f-cf1075f7715a/RC-D_06_23.png\" data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" alt=\"\"></figure>\n<h2>Trhliny</h2>\n<p>V této části se seznámíte se všemi čtyřmi možnostmi zobrazení výsledků kontroly trhlin. Přečtěte si další články, kde se dozvíte více o výpočtu.</p>\n<ul>\n  <li><a data-item-id=\"2ebdaf9c-827f-4fd6-9f82-28bc96970a64\" href=\"\">Hlavní předpoklady a limity CSFM</a></li>\n  <li><a data-item-id=\"b42f7f51-b2ee-464e-bfeb-5170776cbd10\" href=\"\">Konstrukční ověření prvků v IDEA StatiCa Detail</a></li>\n</ul>\n<p>Trhliny se počítají pouze pro kombinace <strong>kvazistálého</strong> zatížení.</p>\n<h4>Poměr šířky trhliny a limitní šířky trhliny</h4>\n<p>Mezní hodnotu w<sub>lim</sub> lze nastavit na horním pásu karet. Standardně je podle Eurokódu nastavena hodnota w<sub>lim</sub> = 0,3 mm. Výsledky jsou opět barevně odlišeny (zelená/oranžová/červená), aby byla kontrola zřejmá na první pohled.</p>\n<figure data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fa5bdd1-ec85-4575-9e0f-6d26ce70c206/RC-D_06_24.png\" data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" alt=\"\"></figure>\n<h4>Šířka trhliny&nbsp;</h4>\n<p>Tato funkce slouží k zobrazení šířky trhliny pro každý jednotlivý prvek výztuže.&nbsp;</p>\n<figure data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97bc905a-76c9-4b12-abe1-3a93c71cdf2b/RC-D_06_25.png\" data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" alt=\"\"></figure>\n<h4>Vzdálenost mezi trhlinami</h4>\n<p>Viz odkazy na začátku stránky. Článek vysvětluje metodu výpočtu vzdálenosti mezi stabilizovanými trhlinami.</p>\n<figure data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcb4dbbc-29b3-48bb-a1f1-72cdb456b0b6/RC-D_06_26.png\" data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" alt=\"\"></figure>\n<p>Prezentace vzdálenosti trhlin je pouze schematická. Nezobrazuje vzdálenost trhlin vypočtenou pro výpočet.</p>\n<h4>Nevyztužená oblast</h4>\n<p>Šířka trhliny se kontroluje pouze v blízkosti výztuže. Kontrola trhlin se neprovádí v nevyztužených zónách.</p>\n<p>Tento výsledek jednoduše ukazuje nevyztužené oblasti, kde se pravděpodobně objeví trhliny. Doporučuje se navrhnout zesílení těchto oblastí.</p>\n<figure data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f60ea99-7197-4ee8-865e-2e282fdf60ef/RC-D_06_27.png\" data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\" alt=\"\"></figure>\n<h2>Průhyby</h2>\n<p>See the options below:</p>\n<ul>\n  <li><em>u</em><em><sub>z,st</sub></em> - <strong>Okamžitý průhyb</strong> způsobený celkovým zatížením - vypočtený <strong>s krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,lt</sub></em> -<strong>Dlouhodobý průhyb</strong> způsobený dlouhodobým zatížením (trvalý a předpínací typ zatížení) - vypočtený s <strong>dlouhodobými tuhostmi Ec,eff</strong>. Jinými slovy, jsou zahrnuty součinitele dotvarování.</li>\n  <li><em>Δu</em><em><sub>z</sub></em> - <strong>Přírůstek průhybu</strong> způsobený krátkodobým zatížením (proměnný typ zatížení) - vypočtený s <strong>krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> = u</em><em><sub>z,lt</sub></em><em>&nbsp;+ Δu</em><em><sub>z</sub></em><sub>&nbsp;</sub></li>\n</ul>\n<p>Průhyby se počítají pouze pro <strong>charakteristické</strong> kombinace zatížení.</p>\n<figure data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/815bac57-2809-4383-b0cc-abfa3349b443/RC-D_06_29.png\" data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" alt=\"\"></figure>\n<p>Kromě tabulkových hodnot v části Data můžete zobrazit deformovaný tvar. Můžete také upravit měřítko deformace.</p>\n<p>Kromě zobrazení deformací je také možné provést <strong>kontrolu průhybu</strong>. Můžete si vybrat mezi dvěma kontrolami - <strong>přírůstkovou</strong> a <strong>celkovou</strong>.</p>\n<ul>\n  <li><em>Δu</em><em><sub>z</sub></em><em> / Δu</em><em><sub>z,lim</sub></em> - Přírůstek</li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> / Δu</em><em><sub>z,lim</sub></em>&nbsp;- Celkový</li>\n</ul>\n<p><em>Δu</em><em><sub>z,lim</sub></em> a <em>Δu</em><em><sub>z,lim</sub></em> lze ručně nastavit v kontrolním panelu Průhyby na horní liště.</p>\n<figure data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9efce2e8-54f2-4fe3-8fcb-700d0bc1bd32/RC-D_06_30.png\" data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" alt=\"\"></figure>\n<p>Kontrola průhybu není povolena pro oříznuté konce.&nbsp;&nbsp;</p>\n<h2>Praktický příklad</h2>\n<p>Praktický příklad zobrazení výsledků najdete ve videu z dřívějšího webináře. Vzhledem k tomu, že máme k dispozici dva identické modely, které se liší způsobem použití, můžeme zkontrolovat a porovnat výsledky u obou.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_0bdb135\"></object>"
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            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 19)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"Fig. 23\tMesh multiplier.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 19).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___crack_width_calcul\"></object>"
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                    "value": "<p>The design and assessment of concrete elements are normally performed at the sectional (1D-element) or point (2D-element) level. This procedure is described in all standards for structural design, e.g., in (EN 1992-1-1), and it is used in everyday structural engineering practice. However, it is not always known or respected that the procedure is only acceptable in areas where Bernoulli-Navier hypothesis of plane strain distribution applies (referred to as B-regions). The places where this hypothesis does not apply are called discontinuity or disturbed regions (D-Regions). Examples of B and D regions of 1D-elements are given in (Fig. 1). These are, e.g., bearing areas, parts where concentrated loads are applied, locations where an abrupt change in the cross-section occurs, openings, etc. When designing concrete structures, we meet a lot of other D-Regions such as walls, bridge diaphragms, corbels, etc.&nbsp;</p>\n<figure data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc96c2fd-25aa-43fd-b6d5-556b5242b9cf/Discontinuity%20regions.png\" data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Discontinuity regions (Navrátil et al. 2017)}}}\\]</em></p>\n<p>In the past, semi-empirical design rules were used for dimensioning discontinuity regions. Fortunately, these rules have been largely superseded over the past decades by strut-and-tie models (Schlaich et al., 1987) and stress fields (Marti 1985), which are featured in current design codes and frequently used by designers today. These models are mechanically consistent and powerful tools. Note that stress fields can generally be continuous or discontinuous and that strut-and-tie models are a special case of discontinuous stress fields.</p>\n<p>Despite the evolution of computational tools over the past decades, Strut-and-Tie models are essentially still used as hand calculations. Their application for real-world structures is tedious and time-consuming since iterations are required, and several load cases need to be considered. Furthermore, this method is not suitable for verifying serviceability criteria (deformations, crack widths, etc.).</p>\n<p>The interest of structural engineers in a reliable and fast tool to design D-regions led to the decision to develop the new Compatible Stress Field Method, a method for computer-aided stress field design that allows the automatic design and assessment of structural concrete members subjected to in-plane loading.</p>\n<p>The Compatible Stress Field Method is a continuous FE-based stress field analysis method in which classic stress field solutions are complemented with kinematic considerations, i.e., the state of strain is evaluated throughout the structure. Hence, the effective compressive strength of concrete can be automatically computed based on the state of transverse strain in a similar manner as in compression field analyses that account for compression softening&nbsp; (Vecchio and Collins 1986; Kaufmann and Marti 1998) and the EPSF method (Fernández Ruiz and Muttoni 2007). Moreover, the CSFM considers tension stiffening, providing realistic stiffnesses to the elements, and covers all design code prescriptions (including serviceability and deformation capacity aspects) not consistently addressed by previous approaches. The CSFM uses common uniaxial constitutive laws provided by design standards for concrete and reinforcement. These are known at the design stage, which allows the partial safety factor method to be used. Hence, designers do not have to provide additional, often arbitrary material properties as are typically required for non-linear FE-analyses, making the method perfectly suitable for engineering practice.</p>\n<p>To foster the use of computer-aided stress fields by structural engineers, these methods should be implemented in user-friendly software environments. To this end, the CSFM has been implemented in <em>IDEA StatiCa Detail</em>; a new user-friendly commercial software developed jointly by ETH Zurich and the software company IDEA StatiCa in the framework of the DR-Design Eurostars-10571 project.</p>"
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            "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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                    "value": "<h2>1 Nový projekt</h2>\n<p>Spusťme <strong>IDEA StatiCa </strong>(<a data-item-id=\"0dff6482-3e17-4ca2-bb66-b4abc6a8dde4\" href=\"\">stáhněte si nejnovější verzi</a>) a vyberte aplikaci <strong>Detail</strong>. Nový projekt založíme kliknutím na 2D Detail se sekcí Obecné zadání, vybereme správnou třídu betonu a krytí. Nastavení dokončíme kliknutím na tlačítko <strong>Vytvořit</strong>.</p>\n<figure data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fe21d78b-0647-4837-8b89-24e8ce24ca29/1_1%20New%20project.png\" data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" alt=\"\"></figure>\n<figure data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97919dd3-c3af-412c-a7c6-7f236eab183d/1_2%20New%20project.png\" data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" alt=\"\"></figure>\n<p>Tím se načte prázdný projekt, ve kterém začneme od nuly.</p>\n<h2>2 Geometrie</h2>\n<p>Začněte přidáním prvku stěny pomocí tlačítka <strong>Import</strong> <strong>DXF</strong>.</p>\n<figure data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6778c05d-0b68-4c71-9e34-a83db2822936/2_1%20Geometry.png\" data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupný ve zdrojových souborech) přistane dialogové okno pro výběr. Vyberte část obrysu zhlaví pilíře (pokud jste v DXF použili čáry, pokračujte tlačítkem Consecutive) a klikněte na <strong>Obrys</strong>. Výběr dokončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7ac3717-3e8a-4d71-bef7-53a90dbb06db/2_2%20Geometry.png\" data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\" alt=\"\"></figure>\n<p>Poté <strong>importujte</strong> horní část uzávěru mola ze stejného souboru DXF.</p>\n<figure data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f79bfee-8f3e-40d2-b06e-9b5f370ed524/2_3%20Geometry.png\" data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" alt=\"\"></figure>\n<p>Tvary prvků stěny byly vygenerovány pomocí DXF, ale ve 2D referenci DXF chybí informace o tloušťce, proto je nyní musíte upravit ručně. Nastavte hodnotu <strong>Tloušťka</strong> pro prvky <strong>W1</strong> i <strong>W2</strong> na <strong>1,20 m</strong>.</p>\n<figure data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56914c67-b574-4458-9c75-6300515250cc/2_4%20Geometry.png\" data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" alt=\"\"></figure>\n<p>V tuto chvíli je naše konstrukce staticky přeurčitá, je třeba přidat okrajové podmínky. Chcete-li vytvořit <a data-item-id=\"5a121972-f384-4f14-8788-9da298e1aae1\" href=\"\"><strong>liniovou podporu</strong></a>, klikněte na tlačítko <strong>Položka modelu</strong> a vyberte třetí typ v sekci <strong>Podpory</strong>.</p>\n<figure data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/902146d1-35d7-494d-ad33-0c533d6371d8/2_5%20Geometry.png\" data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" alt=\"\"></figure>\n<p>Podporu <strong>omezíme</strong> ve směrech <strong>X</strong>, <strong>Z</strong> a <strong>Ry</strong> a změníme číslo <strong>hrany</strong> na <strong>7</strong>. Vypněte také funkci <strong>Pouze tlak</strong>. Čísla hran jsou vidět v <strong>hlavním okně</strong>.</p>\n<figure data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b851c91-a374-48ef-910b-f714f94bf4ae/2_6%20Geometry.png\" data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" alt=\"\"></figure>\n<p>Protože by bodová síla umístěná přímo na hranu zhlaví pilíře lokálně porušila beton v tlaku, použijeme roznášecí desky, které zatížení rozloží rovnoměrněji. Chcete-li ji přidat, stiskněte ještě jednou tlačítko <strong>Položka modelu</strong> a v sekci <strong>Prvky pro přenos zatížení</strong> vyberte první z nich - <a data-item-id=\"1d52ff19-b6b3-5290-905a-178825f7cdc1\" href=\"\"><strong>Roznášecí&nbsp; desku</strong></a>.</p>\n<figure data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f214f09d-65b0-4caf-9a4b-42a77221348d/2_7%20Geometry.png\" data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" alt=\"\"></figure>\n<p>Změňte <strong>šířku</strong> na <strong>0,40 m</strong> a <strong>tloušťku</strong> na <strong>0,04 m</strong>, dále číslo <strong>hrany</strong> na <strong>3</strong> a posuňte její <strong>polohu X</strong> na <strong>0,45 m</strong>.</p>\n<figure data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50355c70-edcd-43fd-a8db-dea4af49c1f1/2_8%20Geometry.png\" data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" alt=\"\"></figure>\n<p>Poté <strong>zkopírujte</strong> <strong>Roznášecí desku</strong> a změňte její polohu tak, aby byla měřena <strong>Od konce</strong>.</p>\n<figure data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0eac1da7-c569-4dc1-ad01-4c005e088d98/2_9%20Geometry.png\" data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" alt=\"\"></figure>\n<h2>3 Zatížení</h2>\n<p>Zatěžovací stav se vytvoří po kliknutí na tlačítko <strong>Load Case</strong> a ve výchozím nastavení je určen pro <strong>Stálé</strong> účinky. Potřebujete dva zatěžovací stavy, abyste rozlišili stálá a proměnná zatížení, a tři kombinace, abyste pokryli jednu kombinaci MSÚ a dvě kombinace MSP (charakteristické a kvazi-stálé) pro všechny kontroly.</p>\n<figure data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/64b6b1b0-2105-4f7d-89db-9588533f35d8/3_1%20Loads.png\" data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" alt=\"\"></figure>\n<p>Upravíme automaticky přidaný zatěžovací stav <strong>LC1</strong> pro trvalé účinky. V záložce <strong>Zatěžovací impulsy</strong> klikneme na tlačítko <strong>Plus</strong> a použijeme <strong>Bodová zatížení</strong>. To se automaticky umístí na jednu z ložiskových desek.</p>\n<figure data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73eccf54-b16e-4d04-a79d-975a253174d4/3_2%20Loads.png\" data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" alt=\"\"></figure>\n<p>Nyní změníme jeho hodnotu na <strong>-2500 kN</strong>.</p>\n<figure data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e8e5a8b2-e039-4b6d-a19b-bd1ab5215a04/3_3%20Loads.png\" data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" alt=\"\"></figure>\n<p>Zkopírujte toto Bodové zatížení na druhou roznášecí desku <strong>BP2</strong>.</p>\n<figure data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee28dab2-90d2-42f3-b772-475d518de122/3_4%20Loads.png\" data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" alt=\"\"></figure>\n<p>Zkopírujte zatěžovací stav 1 a změňte typ na <strong>proměnné</strong>. Klikněte na položku Bodové zatížení a změňte sílu na <strong>-1000 kN</strong>.</p>\n<figure data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7d574c49-bd02-4af9-9011-0a3b1130d9e6/3_5%20Loads.png\" data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" alt=\"\"></figure>\n<p>Opakujte kroky pro poslední bodové zatížení.</p>\n<figure data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/20e05d97-1652-4bf4-b997-f6fcda13a155/3_6%20Loads.png\" data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" alt=\"\"></figure>\n<p>Vytvoříme první nelineární kombinaci pomocí tlačítka <strong>Combination</strong> a nastavíme ji jako mezní stav MSÚ.</p>\n<figure data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/17bb129d-f8dd-4c81-97ca-18f6fb7fecc3/3_7%20Loads.png\" data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" alt=\"\"></figure>\n<p>Zkopírujte C1 a zvolte <a data-item-id=\"64fe8853-4024-409f-9e71-8e2007782f5b\" href=\"\"><strong>MSP</strong></a><strong> charakteristiku. </strong>Kromě toho je k dispozici možnost pro posouzení kombinace na průhyb a šířku trhliny jak pro danou kombinaci, tak jednotlivě. Pro kombinaci <strong>Charakteristika</strong> zvolte Aktivní pro kontrolu <strong>průhybu</strong> podle obrázku níže.</p>\n<figure data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7e8dcb4-07a9-44ba-b7db-5dae47d39f18/3_8%20Loads.png\" data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" alt=\"\"></figure>\n<p>Nyní můžete postup zopakovat, <strong>zkopírovat</strong> C2 a pro novou C3 zvolit <strong>MSP Kvazistálá </strong>. Kombinaci <strong>Kvazistálou </strong>aktivujte pouze pro výpočet <strong>šířky trhliny</strong>.</p>\n<figure data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/49282476-6070-4ee9-a3da-8ba806c532db/3_9%20Loads.png\" data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" alt=\"\"></figure>\n<p>Nyní změňte dílčí součinitele pro všechny kombinace. To provedete tak, že v libovolné definované kombinaci kliknete na <strong>ikonu pera</strong> a změníte dílčí faktory, které vidíte na následujícím obrázku.</p>\n<figure data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/87b44d74-eede-4ef9-aab9-5b75c7ad351b/3_10%20Loads.png\" data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" alt=\"\"></figure>\n<p>Všimněte si, že výpočty se provádějí pouze pro kombinace zatěžovacích stavů, které jsou zaškrtnuté ve stromu operací, nikoli pro jednotlivé zatěžovací stavy.</p>\n<h2>4 Vyztužení</h2>\n<p>Dalším krokem je <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\"><strong>vyztužení</strong></a> modelu. Zkombinujte definici od začátku v aplikaci IDEA StatiCa s dávkovým importem výztuže ze souboru <strong>DXF</strong>. V tomto tutoriálu předpokládáme, že uživatel ví, jak vyztužit zhlaví pilíře, a předem si připravil nějakou <a data-item-id=\"a0e85d28-23e6-4006-94d6-f334c2be9b67\" href=\"\">výztuž</a> v DXF z výkresů, proto nástroje pro návrh výztuže ponecháme na jiný tutoriál.</p>\n<p>Klepněte na tlačítko <strong>Import</strong> <strong>DXF</strong> a vyberte entitu Skupina vložek.</p>\n<figure data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e51e193e-5772-4e02-9724-efe612a9955f/4_1%20Reinforcement.png\" data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupného ve zdrojových souborech) přistane dialog pro výběr. Vyberte všechny potřebné polylinie (tvar výztuže) v pořadí znázorněném na následujícím obrázku a za každou polyliinií klikněte na tlačítko <strong>Vybrat</strong> (pořadí není obecně důležité, v tomto tutoriálu chceme jen sledovat, když mluvíme o konkrétním názvu položky). Výběr ukončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7433e93f-9795-495a-a20d-9e4f2ef5f1d5/4_3%20Reinforcement.png\" data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" alt=\"\"></figure>\n<p>Soubor 2D DXF přenáší globální šířku polylinie jako průměr pro každou výztuž, ale neobsahuje informace o počtu prutů v kolmém směru a musíme je upravit ručně. Díky funkci <a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\">vícenásobné editace</a> můžeme zajistit všechny změny pro všechny entity výztuže najednou.</p>\n<p>Podržíme <strong>klávesu Ctrl</strong> a vybereme všechny importované výztuže, změníme počet vložek ve vrstvě na <strong>10 </strong>a průměr na <strong>20 mm</strong>.</p>\n<figure data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/522a97b6-22e0-4aa6-956d-ea0b8ffb70ee/4_4%20Reinforcement.png\" data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" alt=\"\"></figure>\n<p>Pro dokončení vyztužování v tomto příkladu zkombinujte import z DXF s výztuží definovanou v IDEA StatiCa Detail. V tomto případě přidejte několik vodorovných a podélných výztuží do zhlaví pilíře a několik vrstev výztuže představujících třmínky v pilíři. Klikněte na tlačítko <strong>Sestava výztuže</strong> a vyberte první položku výztuže <strong>Skupina vložek</strong>.</p>\n<figure data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3027cb33-110c-4b80-a470-01af1345750a/4_5%20Reinforcement.png\" data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" alt=\"\"></figure>\n<p>Změňte definici na možnost <strong>Na hraně obrysu nebo otvoru</strong>. Poté upravte počet vrstev, jejich vzdálenosti, průměr, počet prutů ve vrstvě, typ <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\">kotvení</a> pro oba konce a hrany podle následujícího obrázku:</p>\n<figure data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/233bba37-5214-421f-9646-9fa9cf49e2ca/4_6%20Reinforcement.png\" data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" alt=\"\"></figure>\n<p>Pomocí funkce <strong>kopírování</strong> vytvořte <strong>GB6,</strong> který bude představovat třmínky, a přepněte hranu na <strong>7</strong>. Nastavte všechny parametry podle následujícího obrázku:</p>\n<figure data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a628132-4994-469e-9917-872f31fcbc0b/4_7%20Reinforcement.png\" data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" alt=\"\"></figure>\n<p>Poslední položky výztuže představí podélnou výztuž zhlaví pilíře. Za tímto účelem <strong>přidejte novou skupinu vložek</strong>. Změňte její vlastnosti následujícím způsobem:</p>\n<figure data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a78bd3ba-73dd-4b26-98a0-692b54ad5b09/4_8%20Reinforcement.png\" data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" alt=\"\"></figure>\n<p>Naposledy použijte tlačítko <strong>Kopírovat</strong>. Změňte hodnotu hrany na <strong>8</strong>.</p>\n<figure data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62b5c0a1-9129-4b33-ae51-650f7cc3ac20/4_9%20Reinforcement.png\" data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" alt=\"\"></figure>\n<p>Po přidání a úpravě všech výztuh můžeme spustit výpočet kliknutím na tlačítko <strong>Vypočítat</strong>.</p>\n<figure data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fa95121e-d453-4304-80e6-85dda909891c/4_10%20Reinforcement.png\" data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" alt=\"\"></figure>\n<h2>5 Výpočet a kontrola</h2>\n<p>Analýzu spustíme kliknutím na tlačítko <strong>Výpočet</strong> na pásu karet. Automaticky se vygeneruje model analýzy, provedou se výpočty a zobrazí se souhrn posudků spolu s hodnotami výsledků posudků.</p>\n<figure data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7c9cdd56-cdb0-4c8b-963f-6b0dc4669234/5_1%20Check.png\" data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" alt=\"\"></figure>\n<p>Chcete-li projít podrobné kontroly jednotlivých komponent, začněte na kartě <strong>Pevnost</strong>. Zde se zobrazí konkrétní kontroly, jako je využití v napětí, hlavní napětí, deformace a mapa redukčního součinitele kc<sub>,</sub> kterou lze přepínat na pásu karet.</p>\n<figure data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c4aa00e-48cc-409e-bc79-21d28e55a786/5_2%20Check.png\" data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" alt=\"\"></figure>\n<p>Pro podrobné výsledky výztuže je třeba kliknout na řádek <strong>Výztuž</strong>. Tím se změní ikony na pásu karet a zobrazí se tabulka výsledků. Můžete si zobrazit výsledky pro přetvoření a napětí v jednotlivých prutech a jejich využití.</p>\n<figure data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aa19009c-39f5-4c08-bba0-493ac6d5a4ef/5_3%20Check.png\" data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" alt=\"\"></figure>\n<p>Všechny výsledky lze zobrazit stejným způsobem. Ukažme si rozdíl v pásu karet pro SLS kontroly <a data-item-id=\"9e7e995c-6e74-422f-af6e-88a8d7fe047f\" href=\"\">šířky trhliny</a> a průhybu. Kromě ikon pro přepínání mezi výsledky jsou v pásu karet je k dispozici nastavení pro nastavení mezní hodnoty trhlin nebo pro zobrazení výsledků průhybů z krátkodobých/dlouhodobých modelů.</p>\n<figure data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/79b005fd-2d09-4e79-a97b-d45dc3c4fbd4/5_4%20Check.png\" data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" alt=\"\"></figure>\n<figure data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bea7f38c-6c84-49f0-8502-66bfb347093e/5_5%20Check.png\" data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" alt=\"\"></figure>\n<h2>6 Zpráva</h2>\n<p>Nakonec přejděte do okna <strong>Report</strong>. IDEA StatiCa nabízí plně přizpůsobitelný report, který lze vytisknout nebo uložit v editovatelném formátu.</p>\n<figure data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e3c18c1-a97e-4301-8ee4-31b1ed278382/6_1%20Report.png\" data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" alt=\"\"></figure>\n<figure data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33137b76-efe1-4357-a046-99a24413aa88/6_2%20Report.png\" data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" alt=\"\"></figure>\n<p>Navrhli jste, optimalizovali a zkontrolovali podle Eurokódu zhlaví pilíře.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"idea_statica_tutorial___pier_cap_from_dxf_2495f70\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n630d000b_42c6_0161_3e66_e8916e9d326c\"></object>"
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                    "links": [],
                    "name": "Content",
                    "type": "rich_text",
                    "value": "<p>Jakmile je oblast diskontinuity navržena a posouzena podle normy, je čas vytvořit protokol. Není nutné vytvářet protokol ručně pomocí print-screenu obrázků, vytváření tabulek a psaní textu. Stačí použít funkci <strong>Protokol</strong> v aplikaci. Protokol si můžete nastavit podle vás - co se má zobrazit, nebo ne. Obrázky, tabulky a popisy se vytvoří automaticky. Můžete dokonce přidávat vlastní obrázky.</p>\n<h2>Základní struktura protokolu</h2>\n<p>Nejprve vyberte typ protokolu. K dispozici jsou dvě možnosti.</p>\n<ul>\n  <li>Stručný protokol</li>\n  <li>Detailní prokotol</li>\n</ul>\n<p><strong>Stručný protokol</strong> je stručným shrnutím projektu a jeho výsledků.&nbsp;</p>\n<figure data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dca0634e-daa2-4713-a210-e66c129b2af8/RC-D_07_02.png\" data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" alt=\"\"></figure>\n<p>Nebo můžete vygenerovat <strong>Detailní protokol</strong>, do kterého vložíte podrobné informace o projektu a jeho výsledcích.&nbsp;</p>\n<figure data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0adc8c89-df72-42f2-892a-5bb21702df2f/RC-D_07_03.png\" data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" alt=\"\"></figure>\n<h2>Protokol</h2>\n<p>Na začátku protokolu najdete úvod a přehled projektu jako <strong>Údaje o projektu</strong>, <strong>Souhrnné stručné výsledky</strong>, <strong>Materiály a Průřez</strong>.</p>\n<figure data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4b2c61b-408c-4478-8e79-0a696a3c097e/RC-D_07_04.png\" data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" alt=\"\"></figure>\n<h4>Uživatelský odstavec</h4>\n<p>Je možné přidat <strong>Uživatelský odstavec</strong> s dalšími informacemi - popis jednotlivých položek projektu.</p>\n<figure data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3be7695-2864-4861-8cd3-c5875c0fa1a1/RC-D_07_05.png\" data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" alt=\"\"></figure>\n<p>Jak je znázorněno na obrázku, přejděte na položku Data projektu a definujte obecnou.</p>\n<figure data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4b9bc384-9960-4877-806b-c9115a79bb6d/RC-D_07_06.png\" data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" alt=\"\"></figure>\n<p>Chcete-li nastavit Uživatelský odstavec pro jednotlivou položku projektu, přejděte do oblastí diskontinuit, vyberte oblast diskontinuity a napište odstavec.</p>\n<figure data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d038fef-417b-4923-bb84-d3fa0be95c15/RC-D_07_07.png\" data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" alt=\"\"></figure>\n<h2>Položky projektu</h2>\n<p>V aplikaci IDEA Statica Detail je možnost mít v jednom souboru více položek projektu (oblastí diskontinuity). A tedy i pro sestavu je možné vygenerovat všechny položky projektu nebo jen vybrané. Výběr se provádí na kartě Data v nastavení protokolu.</p>\n<figure data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bf14c9d8-51c3-4802-b7bd-9a648a72e8a2/RC-D_07_08.png\" data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" alt=\"\"></figure>\n<p>Projděme si nastavení jednotlivých položek projektu.&nbsp;</p>\n<h4>Geometrie</h4>\n<p>Můžete zobrazit obraz geometrie detailů nebo podoblasti a tabulku geometrie. Lze také řídit relativní šířku obrázku.</p>\n<figure data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/293bcb1f-908d-4ef6-b382-8c0e402aec3a/RC-D_07_09.png\" data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" alt=\"\"></figure>\n<p>Možná jste si všimli, že třetí tlačítko je na obrázku vypnuté. Toto tlačítko umožňuje přidávat do kapitoly uživatelsky definované obrázky prostřednictvím funkce galerie. &nbsp;</p>\n<h4>Zatížení</h4>\n<p>Je možné zobrazit obrázky nebo tabulky libovolné kombinace zatížení. Relativní šířku obrázku lze ovládat, stejně jako počet obrázků v jednom řádku. Kromě toho lze zobrazit zatěžovací stavy zahrnuté do aktivních kombinací.&nbsp;</p>\n<figure data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba9826a-22b8-4a1c-8fc0-bbdc61fa33cf/RC-D_07_10.png\" data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" alt=\"\"></figure>\n<h4>Topologická optimalizace</h4>\n<p>Tlačítko zapne zobrazení optimalizace topologie pro všechny posuzované kombinace.</p>\n<figure data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/27f8b285-4b4f-4eb9-ab4a-e4f4ca807a81/RC-D_07_11.png\" data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" alt=\"\"></figure>\n<h4>Vyztužení</h4>\n<p>Můžete povolit schéma vyztužení nebo přidat uživatelské obrázky z galerie.</p>\n<figure data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e2795dc6-1c52-4ba5-9639-58243320d583/RC-D_07_12.png\" data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" alt=\"\"></figure>\n<h4>Výsledky/Posudky</h4>\n<p>Existují tři možnosti jak zobrazit výslekdy.</p>\n<ul>\n  <li>Stručné výsledky - pouze přehledná tabulka</li>\n  <li>Vybrané výsledky</li>\n  <li>Kompletní výsledky</li>\n</ul>\n<p>První možnost je na následujícím obrázku.</p>\n<figure data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0b36353-21d9-4766-9cc8-77ffe0d0c3e1/RC-D_07_13.png\" data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" alt=\"\"></figure>\n<p>Druhá možnost umožňuje vybrat, co přesně se má zobrazit.&nbsp;</p>\n<figure data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7135f626-e3fc-4de9-ac0f-0efc70eb4602/RC-D_07_14.png\" data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\" alt=\"\"></figure>\n<p>Poslední možnost jednoduše přidá všechny výsledky do protokolu. Opět lze kontrolovat relativní šířku obrázku a navíc lze zvětšit měřítko.</p>\n<h4>Výkaz materiálu</h4>\n<p>Nakonec můžete přidat obrázek výkazu materiálu s očíslovanými položkami a tabulkami.&nbsp;</p>\n<p>Klikněte na tlačítko <strong>Výkaz materiálu</strong> v navigátoru a zkontrolujte hmotnost, počet položek, tvary a délky výztuže. Kromě toho lze z aplikace IDEA StatiCa Detail exportovat výkres rozvržení výztuže včetně tvarů výztužných prutů do souboru Dxf. Tento výkres lze dále upravovat.</p>\n<figure data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d94c8f8a-b74b-4560-8e9d-da7566dad215/RC-D_07_15.png\" data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" alt=\"\"></figure>\n<h2>Závěr pro protokol</h2>\n<p>Závěrečná část protokolu se zaměřuje na <strong>Vysvětlení použitých symbolů</strong>, <strong>Kód a nastavení výpočtu a Předpoklady výpočtu</strong>. Všechny části lze zapnout nebo vypnout.</p>\n<figure data-asset-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" data-image-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ffcf9dae-6a74-4f9d-8379-6f34dd7016d3/RC-D_07_16.png\" data-asset-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" data-image-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_0bdb135\"></object>"
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            "value": "<h4>Kompletní posouzení železobetonových stěn nebo vysokých nosníků s otvory? Žádný problém!</h4>\n<p>Cílem webináře je ukázat, jak posoudit <strong>stěnu</strong> či <strong>stěnový nosník obecného tvaru</strong> v IDEA StatiCa Detail s využitím existujícího 3D výpočtového modelu ve SCIA Engineer v řádech minut. Ukážeme si pracovní postup na příkladu bytového domu – export geometrie, vytvoření dílčího modelu, aplikace zatížení, návrh výztuže a finální posudek - jak na <strong>mezní stavy únosnosti, tak použitelnosti</strong>.</p>\n<p>Vyzkoušejte si to na vlastní kůži – získejte <a data-item-id=\"c9179b55-bed2-4f30-b430-d7edb80d2a36\" href=\"\">bezplatnou zkušební verzi</a> a postupujte podle návodu <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Železobetonová stěna</a> krok za krokem Betonová zeď.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>Komplexní řešení pro betonové detaily a konstrukční dílce</h4>\n<p>Běžné 3D MKP programy uvažují lineární chování betonu. Možnosti návrhu výztuže jsou omezené, a to zejména s&nbsp;ohledem na posouzení <strong>mezního stavu použitelnosti</strong>, což může vést k&nbsp;rozvoji nadměrných <strong>trhlin</strong>. To vše pokrývá aplikace IDEA StatiCa Detail založená na <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">metodě CSFM</a>. Nyní mohou všichni&nbsp;inženýři a inženýrky efektivně navrhnout a posoudit stěny či vysoké nosníky jakéhokoliv tvaru.</p>\n<p>Pokud byste se rádi viděli více z aplikace IDEA StatiCa Detail v akci, máme pro vás záznam dalších dvou webinářů:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">Jak jednoduše navrhnout předpjatý vazník s otvory?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Stěna - Ružomberok (Slovensko)</a></li>\n</ul>\n<p>Nebo si projděte naše Centrum podpory, kde najdete<a href=\"https://www.ideastatica.com/cz/podpora-tutorialy?product=concrete&amp;label=detail\"> návody</a> nebo <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">teoretické základy</a> k programu.</p>\n<p><br></p>\n<h3>Záznam webináře</h3>"
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    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective strength reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>strength reduction factors</strong> are prescribed in ACI 318-19 Cl. 21.2. The default values for concrete and reinforcement are chosen based on the assumption that the typical example solved in the application is shear-controlled (based on Table 21.2.1 (b), (f), (g)). However, it is possible to model any type of element. Therefore, if a compression or tension-controlled element is assessed, the user has the option to change the strength reduction factor value in the Preferences.</p>\n<figure data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f5c8c73-4050-4623-9f74-04bee16498f2/Strength%20reduction%20factors%20-%20ACI.png\" data-asset-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" data-image-id=\"1fa1394b-aa7d-4e35-ba1b-74d51ffa7f89\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42\\qquad The setting of strength reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to ACI 318-19 Table 5.3.1.</p>\n<p>Except as stated in Chapter 34, service-level load combinations are not defined in ACI 318-19. It is recommended to use combination rules based on Appendix C of ASCE/SEI 7-16. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db9f1517-72eb-45bd-9f0c-6c748d7c9146/Load%20factors%20-%20ACI.png\" data-asset-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" data-image-id=\"fe8369c9-e929-4d00-b389-fa2c8d9c0cca\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad The setting of&nbsp;load factors in IDEA StatiCa Detail.}}}\\]</em></p>"
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                    "value": "<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"Fig. 24\tCrack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with local non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar for non-stabilized cracking.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 20 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 20. A crack kinematic without slip (pure crack opening) is considered (Fig. 20a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 20b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>Please note, that the program displays values of θ<em><sub>r</sub></em> and θ<em><sub>b</sub></em> &lt; <em>π/2</em>. It means that the previous equation works for cases, where the reinforcement and crack go through the different quadrants of the Cartesian coordinate system as shown in Fig. 20, where reinforcement goes through I. and III. quadrants and crack through II and IV. For cases where the reinforcement and crack go through the same quadrants, the equation has to be modified as follows:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(-θ_r + θ_b + \\frac{π}{2}\\right)}\\]</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 20c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 21).</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"Fig. 25\tDefinition of the region at concave corners in which the crack width is computed as if it were non-stabilized.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>\n<h4>Tension stiffening</h4>\n<p>The implementation of tension stiffening distinguishes between cases of stabilized and non-stabilized crack patterns. In both cases, the concrete is considered fully cracked before loading by default.</p>\n<figure data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/80e8fffe-3c98-4677-af35-7c2ce025e0bb/Tension%20stiffening%20model.PNG\" data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" alt=\"Fig. 3\tTension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear, steel and concrete stresses, and steel strains between cracks, considering average crack spacing (λ=0.67); (b) pull-out assumption for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel; (d) detail of the initial branches of the tension chord response.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Tension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear,}}}\\) </em>\\( \\textsf{\\textit{\\footnotesize{steel and concrete stresses, and steel strains between cracks, considering average crack spacing); (b) pull-out assumption}}}\\) \\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting}}}\\) \\( \\textsf{\\textit{\\footnotesize{tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(d) detail of the initial branches of the tension chord response.}}}\\)</p>\n<p><br></p>\n<p><strong>Stabilized cracking</strong></p>\n<p>In fully developed crack patterns, tension stiffening is introduced using the Tension Chord Model (TCM) (Marti et al. 1998; Alvarez 1998)&nbsp;– Fig. 22a – which has been shown to yield excellent response predictions in spite of its simplicity (Burns 2012). The TCM assumes a stepped, rigid-perfectly plastic bond shear stress-slip relationship with τ<em><sub>b&nbsp;</sub></em>=&nbsp;τ<em><sub>b</sub></em><sub>0</sub>&nbsp;=2&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s</sub></em>&nbsp;≤&nbsp;<em>f</em><em><sub>y</sub></em> and τ<em><sub>b</sub></em>&nbsp;=τ<em><sub>b</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s&nbsp;</sub></em>&gt;&nbsp;<em>f</em><em><sub>y</sub></em>. Treating every reinforcing bar as a tension chord ­– Fig. 22b and Fig. 22a – the distribution of bond shear, steel, and concrete stresses and hence the strain distribution between two cracks can be determined for any given value of the maximum steel stresses (or strains) at the cracks.</p>\n<p>For <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;<em>s</em><em><sub>r</sub></em><sub>0</sub>, a new crack may or may not form because at the center between two cracks σ<em><sub>c</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ct</sub></em>. Consequently, the crack spacing may vary by a factor of two, i.e., <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;λ<em>s</em><em><sub>r</sub></em><sub>0</sub>, with l&nbsp;=&nbsp;0.5…1.0. Assuming a certain value for λ, the average strain of the chord (ε<em><sub>m</sub></em>) can be expressed as a function of the maximum reinforcement stresses (i.e., stresses at the cracks, σ<em><sub>sr</sub></em>). For the idealized bilinear stress-strain diagram for the reinforcing bare bars considered by default in the CSFM, the following closed-form analytical expressions are obtained (Marti et al. 1998):</p>\n<p>\\[\\varepsilon_m = \\frac{\\sigma_{sr}}{E_s} - \\frac{\\tau_{b0}s_r}{E_s Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\sigma_{sr} \\le f_y\\]</p>\n<p><br></p>\n<p>\\[{\\varepsilon_m} = \\frac{{{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}^2}Ø}}{{4{E_{sh}}{\\tau _{b1}}{s_r}}}\\left( {1 - \\frac{{{E_{sh}}{\\tau_{b0}}}}{{{E_s}{\\tau_{b1}}}}} \\right) + \\frac{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}}{{{E_s}}}\\frac{{{\\tau_{b0}}}}{{{\\tau_{b1}}}} + \\left( {{\\varepsilon_y} - \\frac{{{\\tau_{b0}}{s_r}}}{{{E_s}Ø}}} \\right)\\]</p>\n<p><em>\\[\\textrm{for}\\qquad\\qquad{f_y} \\le {\\sigma _{sr}} \\le \\left( {{f_y} + \\frac{{2{\\tau _{b1}}{s_r}}}{Ø}} \\right)\\]</em></p>\n<p><br></p>\n<p>\\[ \\varepsilon_m = \\frac{f_s}{E_s} + \\frac{\\sigma_{sr}-f_y}{E_{sh}} - \\frac{\\tau_{b1} s_r}{E_{sh} Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\left(f_y + \\frac{2\\tau_{b1}s_r}{Ø}\\right) \\le \\sigma_{sr} \\le f_t\\]</p>\n<p>where:<br>\n <em>E</em><em><sub>sh</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp; &nbsp;the steel hardening modulus <em>E</em><em><sub>sh</sub></em>&nbsp;=&nbsp;(<em>f</em><em><sub>t</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>)/(ε<em><sub>u</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;/<em>E</em><em><sub>s</sub></em>)&nbsp;,</p>\n<p><em>E</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of reinforcement,</p>\n<p><em>Ø</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; reinforcing bar diameter,</p>\n<p>s<em><sub>r</sub></em><em><sup>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sup></em>crack spacing,</p>\n<p>σ<em><sub>sr</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>reinforcement stresses at the cracks,</p>\n<p>σ<em><sub>s</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>actual reinforcement stresses,</p>\n<p><em>f</em><em><sub>y&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</sub></em>yield strength of reinforcement.</p>\n<p><br></p>\n<p>The Idea StatiCa Detail implementation of the CSFM considers average crack spacing by default when performing computer-aided stress field analysis. The average crack spacing is considered to be 2/3 of the maximum crack spacing (λ&nbsp;=&nbsp;0.67), which follows recommendations made on the basis of bending and tension tests (Broms 1965; Beeby 1979; Meier 1983). It should be noted that calculations of crack widths consider a maximum crack spacing (λ&nbsp;=&nbsp;1.0) in order to obtain conservative values.</p>\n<p>The application of the TCM depends on the reinforcement ratio, and hence the assignment of an appropriate concrete area acting in tension between the cracks to each reinforcing bar is crucial. An automatic numerical procedure has been developed to define the corresponding effective reinforcement ratio (ρ<em><sub>eff</sub></em><em> = A</em><em><sub>s</sub></em><em>/A</em><em><sub>c,eff</sub></em>) for any configuration, including skewed reinforcement (Fig. 23).</p>\n<figure data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c0d58ae-1639-4b2a-a99c-a5e274a318ac/Effective%20area%20of%20concrete.png\" data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" alt=\"Fig. 4\tEffective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated; (b) cover and global symmetry condition; (c) resultant effective area.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Effective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(b) cover and global symmetry condition; (c) resultant effective area.}}}\\)</em></p>\n<p><br></p>\n<p><strong>Non-stabilized cracking</strong></p>\n<p>Cracks existing in regions with geometric reinforcement ratios lower than ρ<em><sub>cr</sub></em>, i.e., the minimum reinforcement amount for which the reinforcement is able to carry the cracking load without yielding, are generated by either non-mechanical actions (e.g. shrinkage) or the progression of cracks controlled by other reinforcement. The value of this minimum reinforcement is obtained as follows:</p>\n<p>\\[{\\rho _{cr}} = \\frac{{{f_{ct}}}}{{{f_y} - \\left( {n - 1} \\right){f_{ct}}}}\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>y</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;reinforcement yield strength,</p>\n<p><em>f</em><em><sub>ct</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;concrete tensile strength,</p>\n<p><em>n</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modular ratio, <em>n</em>&nbsp;=&nbsp;<em>E</em><em><sub>s</sub></em>&nbsp;/&nbsp;<em>E</em><em><sub>c</sub></em>&nbsp;.</p>\n<p>For conventional concrete and reinforcing steel, ρ<em><sub>cr</sub></em> amounts to approximately 0.6%.</p>\n<p>For stirrups with reinforcement ratios below ρ<em><sub>cr</sub></em>, cracking is considered to be non-stabilized and tension stiffening is implemented by means of the Pull-Out Model (POM) described in Fig. 22b. This model analyzes the behavior of a single crack considering no mechanical interaction between separate cracks, neglecting the deformability of concrete in tension and assuming the same stepped, rigid-perfectly plastic bond shear stress-slip relationship used by the TCM. This allows the reinforcement strain distribution (ε<em><sub>s</sub></em>) in the vicinity of the crack to be obtained for any maximum steel stress at the crack (σ<em><sub>sr</sub></em>) directly from equilibrium. Given the fact that the crack spacing is unknown for a non-fully developed crack pattern, the average strain (ε<em><sub>m</sub></em>) is computed for any load level over the distance between points with zero slip when the reinforcing bar reaches its tensile strength (<em>f</em><em><sub>t</sub></em>) at the crack (<em>l</em><sub>ε,</sub><em><sub>avg</sub></em> in Fig. 22b), leading to the following relationships:</p>\n<figure data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/43adc17b-b9e9-4a81-ab9f-ff4c13297b34/Equation%201.2.4.2.PNG\" data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" alt=\"\"></figure>\n<p>The proposed models allow the computation of the behavior of bonded reinforcement, which is finally considered in the analysis. This behavior (including tension stiffening) for the most common European reinforcing steel (B500B, with <em>f</em><em><sub>t</sub></em>&nbsp;/&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;=&nbsp;1.08 and ε<em><sub>u</sub></em>&nbsp;=&nbsp;5%) is illustrated in Fig. 22c-d.</p>"
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                                "description": "Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.",
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                            "value": "<p>The CSFM considers continuous stress fields in the concrete (2D finite elements), complemented by discrete “rod” elements representing the reinforcement (1D finite elements). Therefore, the reinforcement is not diffusely embedded into the concrete 2D finite elements but explicitly modeled and connected to them. A plane stress state is considered in the calculation model.</p>\n<figure data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3f70008c-0c34-4dbe-8219-4d8aa7079bb5/Visualization%20of%20the%20calculation%20model.png\" data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" alt=\"Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Both entire <a data-item-id=\"a11adc2d-9c84-4667-8061-600660e1ad87\" href=\"\">walls</a> and beams, as well as details (parts) of beams (isolated discontinuity region, also called trimmed end), can be modeled. In the case of walls and entire beams, supports must be defined in such a way that an (externally) isostatic (statically determinate) or hyperstatic (statically indeterminate) structure results. The load transfer at the trimmed ends of beams is introduced by means of a special Saint-Venant transfer zone, which ensures a realistic stress distribution in the analyzed detail region.</p>"
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                                "description": "Fig. 19\t Model for the reduction of the anchorage length:  (a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship. ",
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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 connected to each other using multi-point constraints (MPC elements). This allows the reinforcement to occupy an arbitrary, relative position in relation to the concrete. If anchorage length verification is to be calculated, bond and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/511cc4d5-618a-4542-ac53-52a29549070f/Finite%20element%20model.png\" data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" alt=\"Fig. 15\tFinite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.}}}\\]</em></p>\n<h3>Concrete</h3>\n<p>Concrete is modeled using quadrilateral and trilateral shell elements, CQUAD4 and CTRIA3. These can be defined by four or three nodes, respectively. Only plane stress is assumed to exist in these elements, i.e., stresses or strains in the z-direction are not considered.</p>\n<p>Each element has four or three integration points which are placed at approximately 1/4 of its size. At each integration point in every element, the directions of principal strains α<sub>1</sub>, α<sub>2</sub> are calculated. In both of these directions, the principal stresses σ<em><sub>c</sub></em><sub>1</sub>, σ<em><sub>c</sub></em><sub>2</sub> and stiffnesses <em>E</em><sub>1</sub>, <em>E</em><sub>2</sub> are evaluated according to the specified concrete stress-strain diagram, as per Fig. 2. It should be noted that the impact of the compression softening effect couples the behavior of the main compressive direction to the actual state of the other principal direction.</p>\n<h3>Reinforcement</h3>\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 which 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<h3>Bond elements</h3>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (2D) and reinforcing bar elements (1D) in the finite element model. To this end, a “bond” finite element type was developed.</p>\n<p>The definition of the bond element is similar to that of a shell element (CQUAD4). It is also defined by 4 nodes, but in contrast to a shell, it only has a non-zero stiffness in shear between the two upper and two lower nodes. In the model, the upper nodes are connected to the elements representing reinforcement and the lower nodes to those representing concrete. 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><sub>u</sub></em>, see Fig. 14.</p>\n<figure data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1cc20fd2-92d7-42dc-ac17-24f318cbd45c/Bond.PNG\" data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" alt=\"Fig. 16 \t(a) conceptual illustration of the deformation of a bond element, (b) a stress-deformation function. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad (a) conceptual illustration of the deformation of a bond element; (b) a stress-deformation function.}}}\\]</em></p>\n<p><br></p>\n<p>The elastic stiffness modulus of the bond-slip relationship, <em>G</em><em><sub>b</sub></em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p>where:</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default <em>k</em><em><sub>g</sub></em><sub> </sub>= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as <em>E</em><em><sub>cm</sub></em> in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress, <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>G</em><em><sub>b</sub></em>/10<sup>5</sup>.</p>\n<h3>Anchorage spring</h3>\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>l</em><em><sub>b</sub></em>) is then calculated as follows:</p>\n<p>\\[l_b = \\left(1 - \\beta\\right)l_{b,net}\\]</p>\n<p>The intended reduction in <em>l</em><em><sub>b,net</sub></em> is equivalent to the activation of the reinforcing bar at its end at a percentage of its maximum capacity given by the anchorage reduction coefficient, as shown in Fig. 15a.</p>\n<figure data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/748b5346-4251-4154-b923-919c94d0c6d0/Model%20for%20the%20reduction%20of%20the%20anchorage%20length.PNG\" data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" alt=\"Fig. 19\t Model for the reduction of the anchorage length:  (a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad &nbsp;Model for the reduction of the anchorage length:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship.}}}\\]</em></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. 15), which is defined by the constitutive model shown in Fig. 15b. The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type,</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar,</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement.</p>"
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                            "value": "<p>Při výpočtu výsledků MSP se bere v úvahu pouze pružné chování betonu. Jinými slovy, pro beton se uvažuje nekonečný lineární diagram napětí a deformace. Při kontrole MSP lze zobrazit dlouhodobé nebo krátkodobé účinky. Jaký je rozdíl mezi těmito dvěma účinky? Přečtěte si článek níže (odstavec Beton MSP), kde se dozvíte více.</p>\n<ul>\n  <li><a data-item-id=\"1838439f-0398-4754-b0c9-6f627127a407\" href=\"\">Materiálový model (EN)</a></li>\n</ul>\n<h2>Napětí</h2>\n<p>Existují dvě možnosti zobrazení výsledků pro beton a výztuž:&nbsp;</p>\n<ul>\n  <li>poměr napětí a mezního napětí&nbsp;</li>\n  <li>samotné napětí&nbsp;</li>\n</ul>\n<p>Napětí se vypočítají pro <strong>charakteristické</strong> a<strong> kvazistálé</strong> kombinace zatížení.</p>\n<h4>Poměr napětí a limitního napětí</h4>\n<p>Výsledky jsou jasné na první pohled: Zelená barva znamená využití do 90 %, oranžová 90-100 % využití a červená nad 100 %.</p>\n<p>O tom, jak se mezní hodnota určuje, se dočtete v následujícím článku.</p>\n<ul>\n  <li><a data-item-id=\"70b033ed-8364-4692-a84d-8eda80f00dce\" href=\"\">Mezní stav použitelnosti</a></li>\n</ul>\n<figure data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d12601c9-32a1-408f-9b41-e031d5b6fc45/RC-D_06_20.png\" data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" alt=\"\"></figure>\n<figure data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45cd98c6-57b5-4373-a001-6e5c3ed8f5b8/RC-D_06_21.png.png\" data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" alt=\"\"></figure>\n<h4>Napětí</h4>\n<p>Způsob zobrazení je podobný výsledkům MSÚ (v tomto případě je napětí z výpočtu s pružným chováním betonu). Lze zobrazit rozložení napětí v betonu σ<sub>c</sub> pro aplikovanou část zatížení. Známé také jako hlavní napětí σ<sub>2</sub>.</p>\n<figure data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6f65c964-8c56-4aac-a14c-4307bfde6a8d/RC-D_06_22.png\" data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\" alt=\"\"></figure>\n<figure data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16c8bb7b-6bc7-4b9a-b27f-cf1075f7715a/RC-D_06_23.png\" data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" alt=\"\"></figure>\n<h2>Trhliny</h2>\n<p>V této části se seznámíte se všemi čtyřmi možnostmi zobrazení výsledků kontroly trhlin. Přečtěte si další články, kde se dozvíte více o výpočtu.</p>\n<ul>\n  <li><a data-item-id=\"2ebdaf9c-827f-4fd6-9f82-28bc96970a64\" href=\"\">Hlavní předpoklady a limity CSFM</a></li>\n  <li><a data-item-id=\"b42f7f51-b2ee-464e-bfeb-5170776cbd10\" href=\"\">Konstrukční ověření prvků v IDEA StatiCa Detail</a></li>\n</ul>\n<p>Trhliny se počítají pouze pro kombinace <strong>kvazistálého</strong> zatížení.</p>\n<h4>Poměr šířky trhliny a limitní šířky trhliny</h4>\n<p>Mezní hodnotu w<sub>lim</sub> lze nastavit na horním pásu karet. Standardně je podle Eurokódu nastavena hodnota w<sub>lim</sub> = 0,3 mm. Výsledky jsou opět barevně odlišeny (zelená/oranžová/červená), aby byla kontrola zřejmá na první pohled.</p>\n<figure data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fa5bdd1-ec85-4575-9e0f-6d26ce70c206/RC-D_06_24.png\" data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" alt=\"\"></figure>\n<h4>Šířka trhliny&nbsp;</h4>\n<p>Tato funkce slouží k zobrazení šířky trhliny pro každý jednotlivý prvek výztuže.&nbsp;</p>\n<figure data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97bc905a-76c9-4b12-abe1-3a93c71cdf2b/RC-D_06_25.png\" data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" alt=\"\"></figure>\n<h4>Vzdálenost mezi trhlinami</h4>\n<p>Viz odkazy na začátku stránky. Článek vysvětluje metodu výpočtu vzdálenosti mezi stabilizovanými trhlinami.</p>\n<figure data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcb4dbbc-29b3-48bb-a1f1-72cdb456b0b6/RC-D_06_26.png\" data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" alt=\"\"></figure>\n<p>Prezentace vzdálenosti trhlin je pouze schematická. Nezobrazuje vzdálenost trhlin vypočtenou pro výpočet.</p>\n<h4>Nevyztužená oblast</h4>\n<p>Šířka trhliny se kontroluje pouze v blízkosti výztuže. Kontrola trhlin se neprovádí v nevyztužených zónách.</p>\n<p>Tento výsledek jednoduše ukazuje nevyztužené oblasti, kde se pravděpodobně objeví trhliny. Doporučuje se navrhnout zesílení těchto oblastí.</p>\n<figure data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f60ea99-7197-4ee8-865e-2e282fdf60ef/RC-D_06_27.png\" data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\" alt=\"\"></figure>\n<h2>Průhyby</h2>\n<p>See the options below:</p>\n<ul>\n  <li><em>u</em><em><sub>z,st</sub></em> - <strong>Okamžitý průhyb</strong> způsobený celkovým zatížením - vypočtený <strong>s krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,lt</sub></em> -<strong>Dlouhodobý průhyb</strong> způsobený dlouhodobým zatížením (trvalý a předpínací typ zatížení) - vypočtený s <strong>dlouhodobými tuhostmi Ec,eff</strong>. Jinými slovy, jsou zahrnuty součinitele dotvarování.</li>\n  <li><em>Δu</em><em><sub>z</sub></em> - <strong>Přírůstek průhybu</strong> způsobený krátkodobým zatížením (proměnný typ zatížení) - vypočtený s <strong>krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> = u</em><em><sub>z,lt</sub></em><em>&nbsp;+ Δu</em><em><sub>z</sub></em><sub>&nbsp;</sub></li>\n</ul>\n<p>Průhyby se počítají pouze pro <strong>charakteristické</strong> kombinace zatížení.</p>\n<figure data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/815bac57-2809-4383-b0cc-abfa3349b443/RC-D_06_29.png\" data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" alt=\"\"></figure>\n<p>Kromě tabulkových hodnot v části Data můžete zobrazit deformovaný tvar. Můžete také upravit měřítko deformace.</p>\n<p>Kromě zobrazení deformací je také možné provést <strong>kontrolu průhybu</strong>. Můžete si vybrat mezi dvěma kontrolami - <strong>přírůstkovou</strong> a <strong>celkovou</strong>.</p>\n<ul>\n  <li><em>Δu</em><em><sub>z</sub></em><em> / Δu</em><em><sub>z,lim</sub></em> - Přírůstek</li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> / Δu</em><em><sub>z,lim</sub></em>&nbsp;- Celkový</li>\n</ul>\n<p><em>Δu</em><em><sub>z,lim</sub></em> a <em>Δu</em><em><sub>z,lim</sub></em> lze ručně nastavit v kontrolním panelu Průhyby na horní liště.</p>\n<figure data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9efce2e8-54f2-4fe3-8fcb-700d0bc1bd32/RC-D_06_30.png\" data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" alt=\"\"></figure>\n<p>Kontrola průhybu není povolena pro oříznuté konce.&nbsp;&nbsp;</p>\n<h2>Praktický příklad</h2>\n<p>Praktický příklad zobrazení výsledků najdete ve videu z dřívějšího webináře. Vzhledem k tomu, že máme k dispozici dva identické modely, které se liší způsobem použití, můžeme zkontrolovat a porovnat výsledky u obou.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_0bdb135\"></object>"
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            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 19)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"Fig. 23\tMesh multiplier.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 19).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___crack_width_calcul\"></object>"
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                    "value": "<p>The design and assessment of concrete elements are normally performed at the sectional (1D-element) or point (2D-element) level. This procedure is described in all standards for structural design, e.g., in (EN 1992-1-1), and it is used in everyday structural engineering practice. However, it is not always known or respected that the procedure is only acceptable in areas where Bernoulli-Navier hypothesis of plane strain distribution applies (referred to as B-regions). The places where this hypothesis does not apply are called discontinuity or disturbed regions (D-Regions). Examples of B and D regions of 1D-elements are given in (Fig. 1). These are, e.g., bearing areas, parts where concentrated loads are applied, locations where an abrupt change in the cross-section occurs, openings, etc. When designing concrete structures, we meet a lot of other D-Regions such as walls, bridge diaphragms, corbels, etc.&nbsp;</p>\n<figure data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc96c2fd-25aa-43fd-b6d5-556b5242b9cf/Discontinuity%20regions.png\" data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Discontinuity regions (Navrátil et al. 2017)}}}\\]</em></p>\n<p>In the past, semi-empirical design rules were used for dimensioning discontinuity regions. Fortunately, these rules have been largely superseded over the past decades by strut-and-tie models (Schlaich et al., 1987) and stress fields (Marti 1985), which are featured in current design codes and frequently used by designers today. These models are mechanically consistent and powerful tools. Note that stress fields can generally be continuous or discontinuous and that strut-and-tie models are a special case of discontinuous stress fields.</p>\n<p>Despite the evolution of computational tools over the past decades, Strut-and-Tie models are essentially still used as hand calculations. Their application for real-world structures is tedious and time-consuming since iterations are required, and several load cases need to be considered. Furthermore, this method is not suitable for verifying serviceability criteria (deformations, crack widths, etc.).</p>\n<p>The interest of structural engineers in a reliable and fast tool to design D-regions led to the decision to develop the new Compatible Stress Field Method, a method for computer-aided stress field design that allows the automatic design and assessment of structural concrete members subjected to in-plane loading.</p>\n<p>The Compatible Stress Field Method is a continuous FE-based stress field analysis method in which classic stress field solutions are complemented with kinematic considerations, i.e., the state of strain is evaluated throughout the structure. Hence, the effective compressive strength of concrete can be automatically computed based on the state of transverse strain in a similar manner as in compression field analyses that account for compression softening&nbsp; (Vecchio and Collins 1986; Kaufmann and Marti 1998) and the EPSF method (Fernández Ruiz and Muttoni 2007). Moreover, the CSFM considers tension stiffening, providing realistic stiffnesses to the elements, and covers all design code prescriptions (including serviceability and deformation capacity aspects) not consistently addressed by previous approaches. The CSFM uses common uniaxial constitutive laws provided by design standards for concrete and reinforcement. These are known at the design stage, which allows the partial safety factor method to be used. Hence, designers do not have to provide additional, often arbitrary material properties as are typically required for non-linear FE-analyses, making the method perfectly suitable for engineering practice.</p>\n<p>To foster the use of computer-aided stress fields by structural engineers, these methods should be implemented in user-friendly software environments. To this end, the CSFM has been implemented in <em>IDEA StatiCa Detail</em>; a new user-friendly commercial software developed jointly by ETH Zurich and the software company IDEA StatiCa in the framework of the DR-Design Eurostars-10571 project.</p>"
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                    "value": "<h2>1 Nový projekt</h2>\n<p>Spusťme <strong>IDEA StatiCa </strong>(<a data-item-id=\"0dff6482-3e17-4ca2-bb66-b4abc6a8dde4\" href=\"\">stáhněte si nejnovější verzi</a>) a vyberte aplikaci <strong>Detail</strong>. Nový projekt založíme kliknutím na 2D Detail se sekcí Obecné zadání, vybereme správnou třídu betonu a krytí. Nastavení dokončíme kliknutím na tlačítko <strong>Vytvořit</strong>.</p>\n<figure data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fe21d78b-0647-4837-8b89-24e8ce24ca29/1_1%20New%20project.png\" data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" alt=\"\"></figure>\n<figure data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97919dd3-c3af-412c-a7c6-7f236eab183d/1_2%20New%20project.png\" data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" alt=\"\"></figure>\n<p>Tím se načte prázdný projekt, ve kterém začneme od nuly.</p>\n<h2>2 Geometrie</h2>\n<p>Začněte přidáním prvku stěny pomocí tlačítka <strong>Import</strong> <strong>DXF</strong>.</p>\n<figure data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6778c05d-0b68-4c71-9e34-a83db2822936/2_1%20Geometry.png\" data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupný ve zdrojových souborech) přistane dialogové okno pro výběr. Vyberte část obrysu zhlaví pilíře (pokud jste v DXF použili čáry, pokračujte tlačítkem Consecutive) a klikněte na <strong>Obrys</strong>. Výběr dokončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7ac3717-3e8a-4d71-bef7-53a90dbb06db/2_2%20Geometry.png\" data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\" alt=\"\"></figure>\n<p>Poté <strong>importujte</strong> horní část uzávěru mola ze stejného souboru DXF.</p>\n<figure data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f79bfee-8f3e-40d2-b06e-9b5f370ed524/2_3%20Geometry.png\" data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" alt=\"\"></figure>\n<p>Tvary prvků stěny byly vygenerovány pomocí DXF, ale ve 2D referenci DXF chybí informace o tloušťce, proto je nyní musíte upravit ručně. Nastavte hodnotu <strong>Tloušťka</strong> pro prvky <strong>W1</strong> i <strong>W2</strong> na <strong>1,20 m</strong>.</p>\n<figure data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56914c67-b574-4458-9c75-6300515250cc/2_4%20Geometry.png\" data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" alt=\"\"></figure>\n<p>V tuto chvíli je naše konstrukce staticky přeurčitá, je třeba přidat okrajové podmínky. Chcete-li vytvořit <a data-item-id=\"5a121972-f384-4f14-8788-9da298e1aae1\" href=\"\"><strong>liniovou podporu</strong></a>, klikněte na tlačítko <strong>Položka modelu</strong> a vyberte třetí typ v sekci <strong>Podpory</strong>.</p>\n<figure data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/902146d1-35d7-494d-ad33-0c533d6371d8/2_5%20Geometry.png\" data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" alt=\"\"></figure>\n<p>Podporu <strong>omezíme</strong> ve směrech <strong>X</strong>, <strong>Z</strong> a <strong>Ry</strong> a změníme číslo <strong>hrany</strong> na <strong>7</strong>. Vypněte také funkci <strong>Pouze tlak</strong>. Čísla hran jsou vidět v <strong>hlavním okně</strong>.</p>\n<figure data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b851c91-a374-48ef-910b-f714f94bf4ae/2_6%20Geometry.png\" data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" alt=\"\"></figure>\n<p>Protože by bodová síla umístěná přímo na hranu zhlaví pilíře lokálně porušila beton v tlaku, použijeme roznášecí desky, které zatížení rozloží rovnoměrněji. Chcete-li ji přidat, stiskněte ještě jednou tlačítko <strong>Položka modelu</strong> a v sekci <strong>Prvky pro přenos zatížení</strong> vyberte první z nich - <a data-item-id=\"1d52ff19-b6b3-5290-905a-178825f7cdc1\" href=\"\"><strong>Roznášecí&nbsp; desku</strong></a>.</p>\n<figure data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f214f09d-65b0-4caf-9a4b-42a77221348d/2_7%20Geometry.png\" data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" alt=\"\"></figure>\n<p>Změňte <strong>šířku</strong> na <strong>0,40 m</strong> a <strong>tloušťku</strong> na <strong>0,04 m</strong>, dále číslo <strong>hrany</strong> na <strong>3</strong> a posuňte její <strong>polohu X</strong> na <strong>0,45 m</strong>.</p>\n<figure data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50355c70-edcd-43fd-a8db-dea4af49c1f1/2_8%20Geometry.png\" data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" alt=\"\"></figure>\n<p>Poté <strong>zkopírujte</strong> <strong>Roznášecí desku</strong> a změňte její polohu tak, aby byla měřena <strong>Od konce</strong>.</p>\n<figure data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0eac1da7-c569-4dc1-ad01-4c005e088d98/2_9%20Geometry.png\" data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" alt=\"\"></figure>\n<h2>3 Zatížení</h2>\n<p>Zatěžovací stav se vytvoří po kliknutí na tlačítko <strong>Load Case</strong> a ve výchozím nastavení je určen pro <strong>Stálé</strong> účinky. Potřebujete dva zatěžovací stavy, abyste rozlišili stálá a proměnná zatížení, a tři kombinace, abyste pokryli jednu kombinaci MSÚ a dvě kombinace MSP (charakteristické a kvazi-stálé) pro všechny kontroly.</p>\n<figure data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/64b6b1b0-2105-4f7d-89db-9588533f35d8/3_1%20Loads.png\" data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" alt=\"\"></figure>\n<p>Upravíme automaticky přidaný zatěžovací stav <strong>LC1</strong> pro trvalé účinky. V záložce <strong>Zatěžovací impulsy</strong> klikneme na tlačítko <strong>Plus</strong> a použijeme <strong>Bodová zatížení</strong>. To se automaticky umístí na jednu z ložiskových desek.</p>\n<figure data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73eccf54-b16e-4d04-a79d-975a253174d4/3_2%20Loads.png\" data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" alt=\"\"></figure>\n<p>Nyní změníme jeho hodnotu na <strong>-2500 kN</strong>.</p>\n<figure data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e8e5a8b2-e039-4b6d-a19b-bd1ab5215a04/3_3%20Loads.png\" data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" alt=\"\"></figure>\n<p>Zkopírujte toto Bodové zatížení na druhou roznášecí desku <strong>BP2</strong>.</p>\n<figure data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee28dab2-90d2-42f3-b772-475d518de122/3_4%20Loads.png\" data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" alt=\"\"></figure>\n<p>Zkopírujte zatěžovací stav 1 a změňte typ na <strong>proměnné</strong>. Klikněte na položku Bodové zatížení a změňte sílu na <strong>-1000 kN</strong>.</p>\n<figure data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7d574c49-bd02-4af9-9011-0a3b1130d9e6/3_5%20Loads.png\" data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" alt=\"\"></figure>\n<p>Opakujte kroky pro poslední bodové zatížení.</p>\n<figure data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/20e05d97-1652-4bf4-b997-f6fcda13a155/3_6%20Loads.png\" data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" alt=\"\"></figure>\n<p>Vytvoříme první nelineární kombinaci pomocí tlačítka <strong>Combination</strong> a nastavíme ji jako mezní stav MSÚ.</p>\n<figure data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/17bb129d-f8dd-4c81-97ca-18f6fb7fecc3/3_7%20Loads.png\" data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" alt=\"\"></figure>\n<p>Zkopírujte C1 a zvolte <a data-item-id=\"64fe8853-4024-409f-9e71-8e2007782f5b\" href=\"\"><strong>MSP</strong></a><strong> charakteristiku. </strong>Kromě toho je k dispozici možnost pro posouzení kombinace na průhyb a šířku trhliny jak pro danou kombinaci, tak jednotlivě. Pro kombinaci <strong>Charakteristika</strong> zvolte Aktivní pro kontrolu <strong>průhybu</strong> podle obrázku níže.</p>\n<figure data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7e8dcb4-07a9-44ba-b7db-5dae47d39f18/3_8%20Loads.png\" data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" alt=\"\"></figure>\n<p>Nyní můžete postup zopakovat, <strong>zkopírovat</strong> C2 a pro novou C3 zvolit <strong>MSP Kvazistálá </strong>. Kombinaci <strong>Kvazistálou </strong>aktivujte pouze pro výpočet <strong>šířky trhliny</strong>.</p>\n<figure data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/49282476-6070-4ee9-a3da-8ba806c532db/3_9%20Loads.png\" data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" alt=\"\"></figure>\n<p>Nyní změňte dílčí součinitele pro všechny kombinace. To provedete tak, že v libovolné definované kombinaci kliknete na <strong>ikonu pera</strong> a změníte dílčí faktory, které vidíte na následujícím obrázku.</p>\n<figure data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/87b44d74-eede-4ef9-aab9-5b75c7ad351b/3_10%20Loads.png\" data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" alt=\"\"></figure>\n<p>Všimněte si, že výpočty se provádějí pouze pro kombinace zatěžovacích stavů, které jsou zaškrtnuté ve stromu operací, nikoli pro jednotlivé zatěžovací stavy.</p>\n<h2>4 Vyztužení</h2>\n<p>Dalším krokem je <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\"><strong>vyztužení</strong></a> modelu. Zkombinujte definici od začátku v aplikaci IDEA StatiCa s dávkovým importem výztuže ze souboru <strong>DXF</strong>. V tomto tutoriálu předpokládáme, že uživatel ví, jak vyztužit zhlaví pilíře, a předem si připravil nějakou <a data-item-id=\"a0e85d28-23e6-4006-94d6-f334c2be9b67\" href=\"\">výztuž</a> v DXF z výkresů, proto nástroje pro návrh výztuže ponecháme na jiný tutoriál.</p>\n<p>Klepněte na tlačítko <strong>Import</strong> <strong>DXF</strong> a vyberte entitu Skupina vložek.</p>\n<figure data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e51e193e-5772-4e02-9724-efe612a9955f/4_1%20Reinforcement.png\" data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupného ve zdrojových souborech) přistane dialog pro výběr. Vyberte všechny potřebné polylinie (tvar výztuže) v pořadí znázorněném na následujícím obrázku a za každou polyliinií klikněte na tlačítko <strong>Vybrat</strong> (pořadí není obecně důležité, v tomto tutoriálu chceme jen sledovat, když mluvíme o konkrétním názvu položky). Výběr ukončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7433e93f-9795-495a-a20d-9e4f2ef5f1d5/4_3%20Reinforcement.png\" data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" alt=\"\"></figure>\n<p>Soubor 2D DXF přenáší globální šířku polylinie jako průměr pro každou výztuž, ale neobsahuje informace o počtu prutů v kolmém směru a musíme je upravit ručně. Díky funkci <a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\">vícenásobné editace</a> můžeme zajistit všechny změny pro všechny entity výztuže najednou.</p>\n<p>Podržíme <strong>klávesu Ctrl</strong> a vybereme všechny importované výztuže, změníme počet vložek ve vrstvě na <strong>10 </strong>a průměr na <strong>20 mm</strong>.</p>\n<figure data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/522a97b6-22e0-4aa6-956d-ea0b8ffb70ee/4_4%20Reinforcement.png\" data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" alt=\"\"></figure>\n<p>Pro dokončení vyztužování v tomto příkladu zkombinujte import z DXF s výztuží definovanou v IDEA StatiCa Detail. V tomto případě přidejte několik vodorovných a podélných výztuží do zhlaví pilíře a několik vrstev výztuže představujících třmínky v pilíři. Klikněte na tlačítko <strong>Sestava výztuže</strong> a vyberte první položku výztuže <strong>Skupina vložek</strong>.</p>\n<figure data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3027cb33-110c-4b80-a470-01af1345750a/4_5%20Reinforcement.png\" data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" alt=\"\"></figure>\n<p>Změňte definici na možnost <strong>Na hraně obrysu nebo otvoru</strong>. Poté upravte počet vrstev, jejich vzdálenosti, průměr, počet prutů ve vrstvě, typ <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\">kotvení</a> pro oba konce a hrany podle následujícího obrázku:</p>\n<figure data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/233bba37-5214-421f-9646-9fa9cf49e2ca/4_6%20Reinforcement.png\" data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" alt=\"\"></figure>\n<p>Pomocí funkce <strong>kopírování</strong> vytvořte <strong>GB6,</strong> který bude představovat třmínky, a přepněte hranu na <strong>7</strong>. Nastavte všechny parametry podle následujícího obrázku:</p>\n<figure data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a628132-4994-469e-9917-872f31fcbc0b/4_7%20Reinforcement.png\" data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" alt=\"\"></figure>\n<p>Poslední položky výztuže představí podélnou výztuž zhlaví pilíře. Za tímto účelem <strong>přidejte novou skupinu vložek</strong>. Změňte její vlastnosti následujícím způsobem:</p>\n<figure data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a78bd3ba-73dd-4b26-98a0-692b54ad5b09/4_8%20Reinforcement.png\" data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" alt=\"\"></figure>\n<p>Naposledy použijte tlačítko <strong>Kopírovat</strong>. Změňte hodnotu hrany na <strong>8</strong>.</p>\n<figure data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62b5c0a1-9129-4b33-ae51-650f7cc3ac20/4_9%20Reinforcement.png\" data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" alt=\"\"></figure>\n<p>Po přidání a úpravě všech výztuh můžeme spustit výpočet kliknutím na tlačítko <strong>Vypočítat</strong>.</p>\n<figure data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fa95121e-d453-4304-80e6-85dda909891c/4_10%20Reinforcement.png\" data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" alt=\"\"></figure>\n<h2>5 Výpočet a kontrola</h2>\n<p>Analýzu spustíme kliknutím na tlačítko <strong>Výpočet</strong> na pásu karet. Automaticky se vygeneruje model analýzy, provedou se výpočty a zobrazí se souhrn posudků spolu s hodnotami výsledků posudků.</p>\n<figure data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7c9cdd56-cdb0-4c8b-963f-6b0dc4669234/5_1%20Check.png\" data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" alt=\"\"></figure>\n<p>Chcete-li projít podrobné kontroly jednotlivých komponent, začněte na kartě <strong>Pevnost</strong>. Zde se zobrazí konkrétní kontroly, jako je využití v napětí, hlavní napětí, deformace a mapa redukčního součinitele kc<sub>,</sub> kterou lze přepínat na pásu karet.</p>\n<figure data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c4aa00e-48cc-409e-bc79-21d28e55a786/5_2%20Check.png\" data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" alt=\"\"></figure>\n<p>Pro podrobné výsledky výztuže je třeba kliknout na řádek <strong>Výztuž</strong>. Tím se změní ikony na pásu karet a zobrazí se tabulka výsledků. Můžete si zobrazit výsledky pro přetvoření a napětí v jednotlivých prutech a jejich využití.</p>\n<figure data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aa19009c-39f5-4c08-bba0-493ac6d5a4ef/5_3%20Check.png\" data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" alt=\"\"></figure>\n<p>Všechny výsledky lze zobrazit stejným způsobem. Ukažme si rozdíl v pásu karet pro SLS kontroly <a data-item-id=\"9e7e995c-6e74-422f-af6e-88a8d7fe047f\" href=\"\">šířky trhliny</a> a průhybu. Kromě ikon pro přepínání mezi výsledky jsou v pásu karet je k dispozici nastavení pro nastavení mezní hodnoty trhlin nebo pro zobrazení výsledků průhybů z krátkodobých/dlouhodobých modelů.</p>\n<figure data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/79b005fd-2d09-4e79-a97b-d45dc3c4fbd4/5_4%20Check.png\" data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" alt=\"\"></figure>\n<figure data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bea7f38c-6c84-49f0-8502-66bfb347093e/5_5%20Check.png\" data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" alt=\"\"></figure>\n<h2>6 Zpráva</h2>\n<p>Nakonec přejděte do okna <strong>Report</strong>. IDEA StatiCa nabízí plně přizpůsobitelný report, který lze vytisknout nebo uložit v editovatelném formátu.</p>\n<figure data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e3c18c1-a97e-4301-8ee4-31b1ed278382/6_1%20Report.png\" data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" alt=\"\"></figure>\n<figure data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33137b76-efe1-4357-a046-99a24413aa88/6_2%20Report.png\" data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" alt=\"\"></figure>\n<p>Navrhli jste, optimalizovali a zkontrolovali podle Eurokódu zhlaví pilíře.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"idea_statica_tutorial___pier_cap_from_dxf_2495f70\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n630d000b_42c6_0161_3e66_e8916e9d326c\"></object>"
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                    "links": [],
                    "name": "Content",
                    "type": "rich_text",
                    "value": "<p>Jakmile je oblast diskontinuity navržena a posouzena podle normy, je čas vytvořit protokol. Není nutné vytvářet protokol ručně pomocí print-screenu obrázků, vytváření tabulek a psaní textu. Stačí použít funkci <strong>Protokol</strong> v aplikaci. Protokol si můžete nastavit podle vás - co se má zobrazit, nebo ne. Obrázky, tabulky a popisy se vytvoří automaticky. Můžete dokonce přidávat vlastní obrázky.</p>\n<h2>Základní struktura protokolu</h2>\n<p>Nejprve vyberte typ protokolu. K dispozici jsou dvě možnosti.</p>\n<ul>\n  <li>Stručný protokol</li>\n  <li>Detailní prokotol</li>\n</ul>\n<p><strong>Stručný protokol</strong> je stručným shrnutím projektu a jeho výsledků.&nbsp;</p>\n<figure data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dca0634e-daa2-4713-a210-e66c129b2af8/RC-D_07_02.png\" data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" alt=\"\"></figure>\n<p>Nebo můžete vygenerovat <strong>Detailní protokol</strong>, do kterého vložíte podrobné informace o projektu a jeho výsledcích.&nbsp;</p>\n<figure data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0adc8c89-df72-42f2-892a-5bb21702df2f/RC-D_07_03.png\" data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" alt=\"\"></figure>\n<h2>Protokol</h2>\n<p>Na začátku protokolu najdete úvod a přehled projektu jako <strong>Údaje o projektu</strong>, <strong>Souhrnné stručné výsledky</strong>, <strong>Materiály a Průřez</strong>.</p>\n<figure data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4b2c61b-408c-4478-8e79-0a696a3c097e/RC-D_07_04.png\" data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" alt=\"\"></figure>\n<h4>Uživatelský odstavec</h4>\n<p>Je možné přidat <strong>Uživatelský odstavec</strong> s dalšími informacemi - popis jednotlivých položek projektu.</p>\n<figure data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3be7695-2864-4861-8cd3-c5875c0fa1a1/RC-D_07_05.png\" data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" alt=\"\"></figure>\n<p>Jak je znázorněno na obrázku, přejděte na položku Data projektu a definujte obecnou.</p>\n<figure data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4b9bc384-9960-4877-806b-c9115a79bb6d/RC-D_07_06.png\" data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" alt=\"\"></figure>\n<p>Chcete-li nastavit Uživatelský odstavec pro jednotlivou položku projektu, přejděte do oblastí diskontinuit, vyberte oblast diskontinuity a napište odstavec.</p>\n<figure data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d038fef-417b-4923-bb84-d3fa0be95c15/RC-D_07_07.png\" data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" alt=\"\"></figure>\n<h2>Položky projektu</h2>\n<p>V aplikaci IDEA Statica Detail je možnost mít v jednom souboru více položek projektu (oblastí diskontinuity). A tedy i pro sestavu je možné vygenerovat všechny položky projektu nebo jen vybrané. Výběr se provádí na kartě Data v nastavení protokolu.</p>\n<figure data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bf14c9d8-51c3-4802-b7bd-9a648a72e8a2/RC-D_07_08.png\" data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" alt=\"\"></figure>\n<p>Projděme si nastavení jednotlivých položek projektu.&nbsp;</p>\n<h4>Geometrie</h4>\n<p>Můžete zobrazit obraz geometrie detailů nebo podoblasti a tabulku geometrie. Lze také řídit relativní šířku obrázku.</p>\n<figure data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/293bcb1f-908d-4ef6-b382-8c0e402aec3a/RC-D_07_09.png\" data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" alt=\"\"></figure>\n<p>Možná jste si všimli, že třetí tlačítko je na obrázku vypnuté. Toto tlačítko umožňuje přidávat do kapitoly uživatelsky definované obrázky prostřednictvím funkce galerie. &nbsp;</p>\n<h4>Zatížení</h4>\n<p>Je možné zobrazit obrázky nebo tabulky libovolné kombinace zatížení. Relativní šířku obrázku lze ovládat, stejně jako počet obrázků v jednom řádku. Kromě toho lze zobrazit zatěžovací stavy zahrnuté do aktivních kombinací.&nbsp;</p>\n<figure data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba9826a-22b8-4a1c-8fc0-bbdc61fa33cf/RC-D_07_10.png\" data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" alt=\"\"></figure>\n<h4>Topologická optimalizace</h4>\n<p>Tlačítko zapne zobrazení optimalizace topologie pro všechny posuzované kombinace.</p>\n<figure data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/27f8b285-4b4f-4eb9-ab4a-e4f4ca807a81/RC-D_07_11.png\" data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" alt=\"\"></figure>\n<h4>Vyztužení</h4>\n<p>Můžete povolit schéma vyztužení nebo přidat uživatelské obrázky z galerie.</p>\n<figure data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e2795dc6-1c52-4ba5-9639-58243320d583/RC-D_07_12.png\" data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" alt=\"\"></figure>\n<h4>Výsledky/Posudky</h4>\n<p>Existují tři možnosti jak zobrazit výslekdy.</p>\n<ul>\n  <li>Stručné výsledky - pouze přehledná tabulka</li>\n  <li>Vybrané výsledky</li>\n  <li>Kompletní výsledky</li>\n</ul>\n<p>První možnost je na následujícím obrázku.</p>\n<figure data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0b36353-21d9-4766-9cc8-77ffe0d0c3e1/RC-D_07_13.png\" data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" alt=\"\"></figure>\n<p>Druhá možnost umožňuje vybrat, co přesně se má zobrazit.&nbsp;</p>\n<figure data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7135f626-e3fc-4de9-ac0f-0efc70eb4602/RC-D_07_14.png\" data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\" alt=\"\"></figure>\n<p>Poslední možnost jednoduše přidá všechny výsledky do protokolu. Opět lze kontrolovat relativní šířku obrázku a navíc lze zvětšit měřítko.</p>\n<h4>Výkaz materiálu</h4>\n<p>Nakonec můžete přidat obrázek výkazu materiálu s očíslovanými položkami a tabulkami.&nbsp;</p>\n<p>Klikněte na tlačítko <strong>Výkaz materiálu</strong> v navigátoru a zkontrolujte hmotnost, počet položek, tvary a délky výztuže. Kromě toho lze z aplikace IDEA StatiCa Detail exportovat výkres rozvržení výztuže včetně tvarů výztužných prutů do souboru Dxf. Tento výkres lze dále upravovat.</p>\n<figure data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d94c8f8a-b74b-4560-8e9d-da7566dad215/RC-D_07_15.png\" data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" alt=\"\"></figure>\n<h2>Závěr pro protokol</h2>\n<p>Závěrečná část protokolu se zaměřuje na <strong>Vysvětlení použitých symbolů</strong>, <strong>Kód a nastavení výpočtu a Předpoklady výpočtu</strong>. Všechny části lze zapnout nebo vypnout.</p>\n<figure data-asset-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" data-image-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ffcf9dae-6a74-4f9d-8379-6f34dd7016d3/RC-D_07_16.png\" data-asset-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" data-image-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_0bdb135\"></object>"
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            "value": "<h4>Kompletní posouzení železobetonových stěn nebo vysokých nosníků s otvory? Žádný problém!</h4>\n<p>Cílem webináře je ukázat, jak posoudit <strong>stěnu</strong> či <strong>stěnový nosník obecného tvaru</strong> v IDEA StatiCa Detail s využitím existujícího 3D výpočtového modelu ve SCIA Engineer v řádech minut. Ukážeme si pracovní postup na příkladu bytového domu – export geometrie, vytvoření dílčího modelu, aplikace zatížení, návrh výztuže a finální posudek - jak na <strong>mezní stavy únosnosti, tak použitelnosti</strong>.</p>\n<p>Vyzkoušejte si to na vlastní kůži – získejte <a data-item-id=\"c9179b55-bed2-4f30-b430-d7edb80d2a36\" href=\"\">bezplatnou zkušební verzi</a> a postupujte podle návodu <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Železobetonová stěna</a> krok za krokem Betonová zeď.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>Komplexní řešení pro betonové detaily a konstrukční dílce</h4>\n<p>Běžné 3D MKP programy uvažují lineární chování betonu. Možnosti návrhu výztuže jsou omezené, a to zejména s&nbsp;ohledem na posouzení <strong>mezního stavu použitelnosti</strong>, což může vést k&nbsp;rozvoji nadměrných <strong>trhlin</strong>. To vše pokrývá aplikace IDEA StatiCa Detail založená na <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">metodě CSFM</a>. Nyní mohou všichni&nbsp;inženýři a inženýrky efektivně navrhnout a posoudit stěny či vysoké nosníky jakéhokoliv tvaru.</p>\n<p>Pokud byste se rádi viděli více z aplikace IDEA StatiCa Detail v akci, máme pro vás záznam dalších dvou webinářů:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">Jak jednoduše navrhnout předpjatý vazník s otvory?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Stěna - Ružomberok (Slovensko)</a></li>\n</ul>\n<p>Nebo si projděte naše Centrum podpory, kde najdete<a href=\"https://www.ideastatica.com/cz/podpora-tutorialy?product=concrete&amp;label=detail\"> návody</a> nebo <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">teoretické základy</a> k programu.</p>\n<p><br></p>\n<h3>Záznam webináře</h3>"
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    "value": "<p>The different verifications required by ACI 318-19 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>y,lim</sub></em>.</p>\n<p>\\[f_{y,lim} = \\phi_{s} \\cdot f_{y}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>y,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by ACI 318-19, Clause 17.6.3.2.2a (pull-out failure of headed fastenings).</p>\n<p>\\[N_{pn} = \\Phi \\cdot \\Psi_{c,p} \\cdot 8 \\cdot A_{brg} \\cdot f'_c\\]<br>\n​</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi\\) is the strength reduction factor - Table 17.5.3(c)</li>\n  <li><em>A</em><em><sub>brg</sub></em>&nbsp;net bearing area of the head of stud, anchor bolt, or headed deformed bar (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li>\\(\\Psi_{c,p}\\)&nbsp;is the pullout cracking factor according to 17.6.3.3, and is always taken as 1.0, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.​&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the bond strength <em>f</em><em><sub>bu</sub></em>.</p>\n<p>Although the bond strength is not explicitly defined in ACI 318-19, the calculation of the development length can be found in Section 25.4.2. However, since the bond strength is the basic input for determining the development length, see R25.4.1.1 and ACI Committee 408 1966, the bond strength can be calculated as follows:</p>\n<p>Let us assume that if we anchor the reinforcement bar into a concrete block to the development length <em>l</em><em><sub>d</sub></em> or greater, pulling out the reinforcement will lead to rupture of the reinforcement and not to pulling out of the concrete. This can be written with the following formula.</p>\n<p>\\[\\pi\\cdot d_{b} \\cdot l_{d} \\cdot f_{bu}=f_{y}\\cdot A_{s}\\]</p>\n<p>where:</p>\n<p><em>d</em><em><sub>b</sub></em> is the diameter of the reinforcement bar, <em>l</em><em><sub>d</sub></em> is the development length, <em>f</em><em><sub>bu</sub></em> is the bond strength, <em>f</em><em><sub>y</sub></em> is the yield strength of the reinforcement, and <em>A</em><em><sub>s</sub></em> is the area of the reinforcement rebar.</p>\n<p>From the preceding, the formula for calculating bond strength can be easily derived:</p>\n<p>\\[f_{bu}=\\frac{f_{y}\\cdot A_{s}}{\\pi\\cdot d_{b} \\cdot l_{d} }\\]</p>\n<p>The development length <em>l</em><em><sub>d</sub></em> is then determined according to ACI 318-19 Table 25.4.2.3 as follows:</p>\n<p>\\[l_{d}=\\left( \\frac{f_{y}\\cdot\\psi_{t}\\cdot\\psi_{e}\\cdot\\psi_{g}}{C\\cdot\\lambda\\sqrt{f'_{c}}} \\right)\\cdot d_{b}\\]</p>\n<p>where:</p>\n<p><em>C = 25</em> (2.1 for metric) for no. 6 and smaller bars and deformed wires, <em>C = 20</em> (1.7 for metric) for no. 7 and larger bars, λ = 1.0 for normal weight concrete, <em>ψ</em><em><sub>t</sub></em>, <em>ψ</em><em><sub>e</sub></em><sub>,</sub> <em>ψ</em><em><sub>g</sub></em> are determined according to ACI 318-19 Table 25.4.2.3.&nbsp;</p>\n<p>Only uncoated or zinc-coated (galvanized) reinforcement is supported, so <em>ψ</em><em><sub>e</sub></em><em> = 1.0</em>. <em>ψ</em><em><sub>g</sub></em> is automatically determined from the reinforcement grade, and <em>ψ</em><em><sub>t</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 44\\qquad Direction of concreting}}}\\]</em></p>\n<p>These verifications are carried out with respect to the appropriate limit values for the respective parts of the structure (i.e., in spite of having a single grade both for concrete and reinforcement material, the final stress-strain diagrams will differ in each part of the structure due to tension stiffening and compression softening effects).</p>\n<h4>Anchorage - &nbsp;Total force</h4>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 45\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must be always lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), 90-degree hook, 180-degree hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 46 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from the comparison of the equation from section ACI 318-19 25.4.3.1 and equations taken from section ACI 318-19 25.4.2.3. It should be noted that, in spite of the different available options, CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 30% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b76bc446-995d-4d16-8ef9-4aa26671edda/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 46\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;90-degree hook; (c) 180-degree hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with ACI, the anchorage spring should be used in the calculation, the anchorage spring is modified by the β coefficient so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                    "value": "<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"Fig. 24\tCrack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with local non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar for non-stabilized cracking.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 20 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 20. A crack kinematic without slip (pure crack opening) is considered (Fig. 20a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 20b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>Please note, that the program displays values of θ<em><sub>r</sub></em> and θ<em><sub>b</sub></em> &lt; <em>π/2</em>. It means that the previous equation works for cases, where the reinforcement and crack go through the different quadrants of the Cartesian coordinate system as shown in Fig. 20, where reinforcement goes through I. and III. quadrants and crack through II and IV. For cases where the reinforcement and crack go through the same quadrants, the equation has to be modified as follows:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(-θ_r + θ_b + \\frac{π}{2}\\right)}\\]</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 20c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 21).</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"Fig. 25\tDefinition of the region at concave corners in which the crack width is computed as if it were non-stabilized.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>\n<h4>Tension stiffening</h4>\n<p>The implementation of tension stiffening distinguishes between cases of stabilized and non-stabilized crack patterns. In both cases, the concrete is considered fully cracked before loading by default.</p>\n<figure data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/80e8fffe-3c98-4677-af35-7c2ce025e0bb/Tension%20stiffening%20model.PNG\" data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" alt=\"Fig. 3\tTension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear, steel and concrete stresses, and steel strains between cracks, considering average crack spacing (λ=0.67); (b) pull-out assumption for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel; (d) detail of the initial branches of the tension chord response.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Tension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear,}}}\\) </em>\\( \\textsf{\\textit{\\footnotesize{steel and concrete stresses, and steel strains between cracks, considering average crack spacing); (b) pull-out assumption}}}\\) \\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting}}}\\) \\( \\textsf{\\textit{\\footnotesize{tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(d) detail of the initial branches of the tension chord response.}}}\\)</p>\n<p><br></p>\n<p><strong>Stabilized cracking</strong></p>\n<p>In fully developed crack patterns, tension stiffening is introduced using the Tension Chord Model (TCM) (Marti et al. 1998; Alvarez 1998)&nbsp;– Fig. 22a – which has been shown to yield excellent response predictions in spite of its simplicity (Burns 2012). The TCM assumes a stepped, rigid-perfectly plastic bond shear stress-slip relationship with τ<em><sub>b&nbsp;</sub></em>=&nbsp;τ<em><sub>b</sub></em><sub>0</sub>&nbsp;=2&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s</sub></em>&nbsp;≤&nbsp;<em>f</em><em><sub>y</sub></em> and τ<em><sub>b</sub></em>&nbsp;=τ<em><sub>b</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s&nbsp;</sub></em>&gt;&nbsp;<em>f</em><em><sub>y</sub></em>. Treating every reinforcing bar as a tension chord ­– Fig. 22b and Fig. 22a – the distribution of bond shear, steel, and concrete stresses and hence the strain distribution between two cracks can be determined for any given value of the maximum steel stresses (or strains) at the cracks.</p>\n<p>For <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;<em>s</em><em><sub>r</sub></em><sub>0</sub>, a new crack may or may not form because at the center between two cracks σ<em><sub>c</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ct</sub></em>. Consequently, the crack spacing may vary by a factor of two, i.e., <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;λ<em>s</em><em><sub>r</sub></em><sub>0</sub>, with l&nbsp;=&nbsp;0.5…1.0. Assuming a certain value for λ, the average strain of the chord (ε<em><sub>m</sub></em>) can be expressed as a function of the maximum reinforcement stresses (i.e., stresses at the cracks, σ<em><sub>sr</sub></em>). For the idealized bilinear stress-strain diagram for the reinforcing bare bars considered by default in the CSFM, the following closed-form analytical expressions are obtained (Marti et al. 1998):</p>\n<p>\\[\\varepsilon_m = \\frac{\\sigma_{sr}}{E_s} - \\frac{\\tau_{b0}s_r}{E_s Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\sigma_{sr} \\le f_y\\]</p>\n<p><br></p>\n<p>\\[{\\varepsilon_m} = \\frac{{{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}^2}Ø}}{{4{E_{sh}}{\\tau _{b1}}{s_r}}}\\left( {1 - \\frac{{{E_{sh}}{\\tau_{b0}}}}{{{E_s}{\\tau_{b1}}}}} \\right) + \\frac{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}}{{{E_s}}}\\frac{{{\\tau_{b0}}}}{{{\\tau_{b1}}}} + \\left( {{\\varepsilon_y} - \\frac{{{\\tau_{b0}}{s_r}}}{{{E_s}Ø}}} \\right)\\]</p>\n<p><em>\\[\\textrm{for}\\qquad\\qquad{f_y} \\le {\\sigma _{sr}} \\le \\left( {{f_y} + \\frac{{2{\\tau _{b1}}{s_r}}}{Ø}} \\right)\\]</em></p>\n<p><br></p>\n<p>\\[ \\varepsilon_m = \\frac{f_s}{E_s} + \\frac{\\sigma_{sr}-f_y}{E_{sh}} - \\frac{\\tau_{b1} s_r}{E_{sh} Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\left(f_y + \\frac{2\\tau_{b1}s_r}{Ø}\\right) \\le \\sigma_{sr} \\le f_t\\]</p>\n<p>where:<br>\n <em>E</em><em><sub>sh</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp; &nbsp;the steel hardening modulus <em>E</em><em><sub>sh</sub></em>&nbsp;=&nbsp;(<em>f</em><em><sub>t</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>)/(ε<em><sub>u</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;/<em>E</em><em><sub>s</sub></em>)&nbsp;,</p>\n<p><em>E</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of reinforcement,</p>\n<p><em>Ø</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; reinforcing bar diameter,</p>\n<p>s<em><sub>r</sub></em><em><sup>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sup></em>crack spacing,</p>\n<p>σ<em><sub>sr</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>reinforcement stresses at the cracks,</p>\n<p>σ<em><sub>s</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>actual reinforcement stresses,</p>\n<p><em>f</em><em><sub>y&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</sub></em>yield strength of reinforcement.</p>\n<p><br></p>\n<p>The Idea StatiCa Detail implementation of the CSFM considers average crack spacing by default when performing computer-aided stress field analysis. The average crack spacing is considered to be 2/3 of the maximum crack spacing (λ&nbsp;=&nbsp;0.67), which follows recommendations made on the basis of bending and tension tests (Broms 1965; Beeby 1979; Meier 1983). It should be noted that calculations of crack widths consider a maximum crack spacing (λ&nbsp;=&nbsp;1.0) in order to obtain conservative values.</p>\n<p>The application of the TCM depends on the reinforcement ratio, and hence the assignment of an appropriate concrete area acting in tension between the cracks to each reinforcing bar is crucial. An automatic numerical procedure has been developed to define the corresponding effective reinforcement ratio (ρ<em><sub>eff</sub></em><em> = A</em><em><sub>s</sub></em><em>/A</em><em><sub>c,eff</sub></em>) for any configuration, including skewed reinforcement (Fig. 23).</p>\n<figure data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c0d58ae-1639-4b2a-a99c-a5e274a318ac/Effective%20area%20of%20concrete.png\" data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" alt=\"Fig. 4\tEffective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated; (b) cover and global symmetry condition; (c) resultant effective area.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Effective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(b) cover and global symmetry condition; (c) resultant effective area.}}}\\)</em></p>\n<p><br></p>\n<p><strong>Non-stabilized cracking</strong></p>\n<p>Cracks existing in regions with geometric reinforcement ratios lower than ρ<em><sub>cr</sub></em>, i.e., the minimum reinforcement amount for which the reinforcement is able to carry the cracking load without yielding, are generated by either non-mechanical actions (e.g. shrinkage) or the progression of cracks controlled by other reinforcement. The value of this minimum reinforcement is obtained as follows:</p>\n<p>\\[{\\rho _{cr}} = \\frac{{{f_{ct}}}}{{{f_y} - \\left( {n - 1} \\right){f_{ct}}}}\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>y</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;reinforcement yield strength,</p>\n<p><em>f</em><em><sub>ct</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;concrete tensile strength,</p>\n<p><em>n</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modular ratio, <em>n</em>&nbsp;=&nbsp;<em>E</em><em><sub>s</sub></em>&nbsp;/&nbsp;<em>E</em><em><sub>c</sub></em>&nbsp;.</p>\n<p>For conventional concrete and reinforcing steel, ρ<em><sub>cr</sub></em> amounts to approximately 0.6%.</p>\n<p>For stirrups with reinforcement ratios below ρ<em><sub>cr</sub></em>, cracking is considered to be non-stabilized and tension stiffening is implemented by means of the Pull-Out Model (POM) described in Fig. 22b. This model analyzes the behavior of a single crack considering no mechanical interaction between separate cracks, neglecting the deformability of concrete in tension and assuming the same stepped, rigid-perfectly plastic bond shear stress-slip relationship used by the TCM. This allows the reinforcement strain distribution (ε<em><sub>s</sub></em>) in the vicinity of the crack to be obtained for any maximum steel stress at the crack (σ<em><sub>sr</sub></em>) directly from equilibrium. Given the fact that the crack spacing is unknown for a non-fully developed crack pattern, the average strain (ε<em><sub>m</sub></em>) is computed for any load level over the distance between points with zero slip when the reinforcing bar reaches its tensile strength (<em>f</em><em><sub>t</sub></em>) at the crack (<em>l</em><sub>ε,</sub><em><sub>avg</sub></em> in Fig. 22b), leading to the following relationships:</p>\n<figure data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/43adc17b-b9e9-4a81-ab9f-ff4c13297b34/Equation%201.2.4.2.PNG\" data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" alt=\"\"></figure>\n<p>The proposed models allow the computation of the behavior of bonded reinforcement, which is finally considered in the analysis. This behavior (including tension stiffening) for the most common European reinforcing steel (B500B, with <em>f</em><em><sub>t</sub></em>&nbsp;/&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;=&nbsp;1.08 and ε<em><sub>u</sub></em>&nbsp;=&nbsp;5%) is illustrated in Fig. 22c-d.</p>"
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                                "description": "Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.",
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                            "value": "<p>The CSFM considers continuous stress fields in the concrete (2D finite elements), complemented by discrete “rod” elements representing the reinforcement (1D finite elements). Therefore, the reinforcement is not diffusely embedded into the concrete 2D finite elements but explicitly modeled and connected to them. A plane stress state is considered in the calculation model.</p>\n<figure data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3f70008c-0c34-4dbe-8219-4d8aa7079bb5/Visualization%20of%20the%20calculation%20model.png\" data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" alt=\"Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Both entire <a data-item-id=\"a11adc2d-9c84-4667-8061-600660e1ad87\" href=\"\">walls</a> and beams, as well as details (parts) of beams (isolated discontinuity region, also called trimmed end), can be modeled. In the case of walls and entire beams, supports must be defined in such a way that an (externally) isostatic (statically determinate) or hyperstatic (statically indeterminate) structure results. The load transfer at the trimmed ends of beams is introduced by means of a special Saint-Venant transfer zone, which ensures a realistic stress distribution in the analyzed detail region.</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 connected to each other using multi-point constraints (MPC elements). This allows the reinforcement to occupy an arbitrary, relative position in relation to the concrete. If anchorage length verification is to be calculated, bond and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/511cc4d5-618a-4542-ac53-52a29549070f/Finite%20element%20model.png\" data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" alt=\"Fig. 15\tFinite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.}}}\\]</em></p>\n<h3>Concrete</h3>\n<p>Concrete is modeled using quadrilateral and trilateral shell elements, CQUAD4 and CTRIA3. These can be defined by four or three nodes, respectively. Only plane stress is assumed to exist in these elements, i.e., stresses or strains in the z-direction are not considered.</p>\n<p>Each element has four or three integration points which are placed at approximately 1/4 of its size. At each integration point in every element, the directions of principal strains α<sub>1</sub>, α<sub>2</sub> are calculated. In both of these directions, the principal stresses σ<em><sub>c</sub></em><sub>1</sub>, σ<em><sub>c</sub></em><sub>2</sub> and stiffnesses <em>E</em><sub>1</sub>, <em>E</em><sub>2</sub> are evaluated according to the specified concrete stress-strain diagram, as per Fig. 2. It should be noted that the impact of the compression softening effect couples the behavior of the main compressive direction to the actual state of the other principal direction.</p>\n<h3>Reinforcement</h3>\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 which 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<h3>Bond elements</h3>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (2D) and reinforcing bar elements (1D) in the finite element model. To this end, a “bond” finite element type was developed.</p>\n<p>The definition of the bond element is similar to that of a shell element (CQUAD4). It is also defined by 4 nodes, but in contrast to a shell, it only has a non-zero stiffness in shear between the two upper and two lower nodes. In the model, the upper nodes are connected to the elements representing reinforcement and the lower nodes to those representing concrete. 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><sub>u</sub></em>, see Fig. 14.</p>\n<figure data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1cc20fd2-92d7-42dc-ac17-24f318cbd45c/Bond.PNG\" data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" alt=\"Fig. 16 \t(a) conceptual illustration of the deformation of a bond element, (b) a stress-deformation function. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad (a) conceptual illustration of the deformation of a bond element; (b) a stress-deformation function.}}}\\]</em></p>\n<p><br></p>\n<p>The elastic stiffness modulus of the bond-slip relationship, <em>G</em><em><sub>b</sub></em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p>where:</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default <em>k</em><em><sub>g</sub></em><sub> </sub>= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as <em>E</em><em><sub>cm</sub></em> in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress, <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>G</em><em><sub>b</sub></em>/10<sup>5</sup>.</p>\n<h3>Anchorage spring</h3>\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>l</em><em><sub>b</sub></em>) is then calculated as follows:</p>\n<p>\\[l_b = \\left(1 - \\beta\\right)l_{b,net}\\]</p>\n<p>The intended reduction in <em>l</em><em><sub>b,net</sub></em> is equivalent to the activation of the reinforcing bar at its end at a percentage of its maximum capacity given by the anchorage reduction coefficient, as shown in Fig. 15a.</p>\n<figure data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/748b5346-4251-4154-b923-919c94d0c6d0/Model%20for%20the%20reduction%20of%20the%20anchorage%20length.PNG\" data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" alt=\"Fig. 19\t Model for the reduction of the anchorage length:  (a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad &nbsp;Model for the reduction of the anchorage length:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship.}}}\\]</em></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. 15), which is defined by the constitutive model shown in Fig. 15b. The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type,</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar,</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement.</p>"
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                            "value": "<p>Při výpočtu výsledků MSP se bere v úvahu pouze pružné chování betonu. Jinými slovy, pro beton se uvažuje nekonečný lineární diagram napětí a deformace. Při kontrole MSP lze zobrazit dlouhodobé nebo krátkodobé účinky. Jaký je rozdíl mezi těmito dvěma účinky? Přečtěte si článek níže (odstavec Beton MSP), kde se dozvíte více.</p>\n<ul>\n  <li><a data-item-id=\"1838439f-0398-4754-b0c9-6f627127a407\" href=\"\">Materiálový model (EN)</a></li>\n</ul>\n<h2>Napětí</h2>\n<p>Existují dvě možnosti zobrazení výsledků pro beton a výztuž:&nbsp;</p>\n<ul>\n  <li>poměr napětí a mezního napětí&nbsp;</li>\n  <li>samotné napětí&nbsp;</li>\n</ul>\n<p>Napětí se vypočítají pro <strong>charakteristické</strong> a<strong> kvazistálé</strong> kombinace zatížení.</p>\n<h4>Poměr napětí a limitního napětí</h4>\n<p>Výsledky jsou jasné na první pohled: Zelená barva znamená využití do 90 %, oranžová 90-100 % využití a červená nad 100 %.</p>\n<p>O tom, jak se mezní hodnota určuje, se dočtete v následujícím článku.</p>\n<ul>\n  <li><a data-item-id=\"70b033ed-8364-4692-a84d-8eda80f00dce\" href=\"\">Mezní stav použitelnosti</a></li>\n</ul>\n<figure data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d12601c9-32a1-408f-9b41-e031d5b6fc45/RC-D_06_20.png\" data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" alt=\"\"></figure>\n<figure data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45cd98c6-57b5-4373-a001-6e5c3ed8f5b8/RC-D_06_21.png.png\" data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" alt=\"\"></figure>\n<h4>Napětí</h4>\n<p>Způsob zobrazení je podobný výsledkům MSÚ (v tomto případě je napětí z výpočtu s pružným chováním betonu). Lze zobrazit rozložení napětí v betonu σ<sub>c</sub> pro aplikovanou část zatížení. Známé také jako hlavní napětí σ<sub>2</sub>.</p>\n<figure data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6f65c964-8c56-4aac-a14c-4307bfde6a8d/RC-D_06_22.png\" data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\" alt=\"\"></figure>\n<figure data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16c8bb7b-6bc7-4b9a-b27f-cf1075f7715a/RC-D_06_23.png\" data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" alt=\"\"></figure>\n<h2>Trhliny</h2>\n<p>V této části se seznámíte se všemi čtyřmi možnostmi zobrazení výsledků kontroly trhlin. Přečtěte si další články, kde se dozvíte více o výpočtu.</p>\n<ul>\n  <li><a data-item-id=\"2ebdaf9c-827f-4fd6-9f82-28bc96970a64\" href=\"\">Hlavní předpoklady a limity CSFM</a></li>\n  <li><a data-item-id=\"b42f7f51-b2ee-464e-bfeb-5170776cbd10\" href=\"\">Konstrukční ověření prvků v IDEA StatiCa Detail</a></li>\n</ul>\n<p>Trhliny se počítají pouze pro kombinace <strong>kvazistálého</strong> zatížení.</p>\n<h4>Poměr šířky trhliny a limitní šířky trhliny</h4>\n<p>Mezní hodnotu w<sub>lim</sub> lze nastavit na horním pásu karet. Standardně je podle Eurokódu nastavena hodnota w<sub>lim</sub> = 0,3 mm. Výsledky jsou opět barevně odlišeny (zelená/oranžová/červená), aby byla kontrola zřejmá na první pohled.</p>\n<figure data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fa5bdd1-ec85-4575-9e0f-6d26ce70c206/RC-D_06_24.png\" data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" alt=\"\"></figure>\n<h4>Šířka trhliny&nbsp;</h4>\n<p>Tato funkce slouží k zobrazení šířky trhliny pro každý jednotlivý prvek výztuže.&nbsp;</p>\n<figure data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97bc905a-76c9-4b12-abe1-3a93c71cdf2b/RC-D_06_25.png\" data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" alt=\"\"></figure>\n<h4>Vzdálenost mezi trhlinami</h4>\n<p>Viz odkazy na začátku stránky. Článek vysvětluje metodu výpočtu vzdálenosti mezi stabilizovanými trhlinami.</p>\n<figure data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcb4dbbc-29b3-48bb-a1f1-72cdb456b0b6/RC-D_06_26.png\" data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" alt=\"\"></figure>\n<p>Prezentace vzdálenosti trhlin je pouze schematická. Nezobrazuje vzdálenost trhlin vypočtenou pro výpočet.</p>\n<h4>Nevyztužená oblast</h4>\n<p>Šířka trhliny se kontroluje pouze v blízkosti výztuže. Kontrola trhlin se neprovádí v nevyztužených zónách.</p>\n<p>Tento výsledek jednoduše ukazuje nevyztužené oblasti, kde se pravděpodobně objeví trhliny. Doporučuje se navrhnout zesílení těchto oblastí.</p>\n<figure data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f60ea99-7197-4ee8-865e-2e282fdf60ef/RC-D_06_27.png\" data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\" alt=\"\"></figure>\n<h2>Průhyby</h2>\n<p>See the options below:</p>\n<ul>\n  <li><em>u</em><em><sub>z,st</sub></em> - <strong>Okamžitý průhyb</strong> způsobený celkovým zatížením - vypočtený <strong>s krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,lt</sub></em> -<strong>Dlouhodobý průhyb</strong> způsobený dlouhodobým zatížením (trvalý a předpínací typ zatížení) - vypočtený s <strong>dlouhodobými tuhostmi Ec,eff</strong>. Jinými slovy, jsou zahrnuty součinitele dotvarování.</li>\n  <li><em>Δu</em><em><sub>z</sub></em> - <strong>Přírůstek průhybu</strong> způsobený krátkodobým zatížením (proměnný typ zatížení) - vypočtený s <strong>krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> = u</em><em><sub>z,lt</sub></em><em>&nbsp;+ Δu</em><em><sub>z</sub></em><sub>&nbsp;</sub></li>\n</ul>\n<p>Průhyby se počítají pouze pro <strong>charakteristické</strong> kombinace zatížení.</p>\n<figure data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/815bac57-2809-4383-b0cc-abfa3349b443/RC-D_06_29.png\" data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" alt=\"\"></figure>\n<p>Kromě tabulkových hodnot v části Data můžete zobrazit deformovaný tvar. Můžete také upravit měřítko deformace.</p>\n<p>Kromě zobrazení deformací je také možné provést <strong>kontrolu průhybu</strong>. Můžete si vybrat mezi dvěma kontrolami - <strong>přírůstkovou</strong> a <strong>celkovou</strong>.</p>\n<ul>\n  <li><em>Δu</em><em><sub>z</sub></em><em> / Δu</em><em><sub>z,lim</sub></em> - Přírůstek</li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> / Δu</em><em><sub>z,lim</sub></em>&nbsp;- Celkový</li>\n</ul>\n<p><em>Δu</em><em><sub>z,lim</sub></em> a <em>Δu</em><em><sub>z,lim</sub></em> lze ručně nastavit v kontrolním panelu Průhyby na horní liště.</p>\n<figure data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9efce2e8-54f2-4fe3-8fcb-700d0bc1bd32/RC-D_06_30.png\" data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" alt=\"\"></figure>\n<p>Kontrola průhybu není povolena pro oříznuté konce.&nbsp;&nbsp;</p>\n<h2>Praktický příklad</h2>\n<p>Praktický příklad zobrazení výsledků najdete ve videu z dřívějšího webináře. Vzhledem k tomu, že máme k dispozici dva identické modely, které se liší způsobem použití, můžeme zkontrolovat a porovnat výsledky u obou.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_0bdb135\"></object>"
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            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 19)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"Fig. 23\tMesh multiplier.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 19).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___crack_width_calcul\"></object>"
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                    "value": "<p>The design and assessment of concrete elements are normally performed at the sectional (1D-element) or point (2D-element) level. This procedure is described in all standards for structural design, e.g., in (EN 1992-1-1), and it is used in everyday structural engineering practice. However, it is not always known or respected that the procedure is only acceptable in areas where Bernoulli-Navier hypothesis of plane strain distribution applies (referred to as B-regions). The places where this hypothesis does not apply are called discontinuity or disturbed regions (D-Regions). Examples of B and D regions of 1D-elements are given in (Fig. 1). These are, e.g., bearing areas, parts where concentrated loads are applied, locations where an abrupt change in the cross-section occurs, openings, etc. When designing concrete structures, we meet a lot of other D-Regions such as walls, bridge diaphragms, corbels, etc.&nbsp;</p>\n<figure data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc96c2fd-25aa-43fd-b6d5-556b5242b9cf/Discontinuity%20regions.png\" data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Discontinuity regions (Navrátil et al. 2017)}}}\\]</em></p>\n<p>In the past, semi-empirical design rules were used for dimensioning discontinuity regions. Fortunately, these rules have been largely superseded over the past decades by strut-and-tie models (Schlaich et al., 1987) and stress fields (Marti 1985), which are featured in current design codes and frequently used by designers today. These models are mechanically consistent and powerful tools. Note that stress fields can generally be continuous or discontinuous and that strut-and-tie models are a special case of discontinuous stress fields.</p>\n<p>Despite the evolution of computational tools over the past decades, Strut-and-Tie models are essentially still used as hand calculations. Their application for real-world structures is tedious and time-consuming since iterations are required, and several load cases need to be considered. Furthermore, this method is not suitable for verifying serviceability criteria (deformations, crack widths, etc.).</p>\n<p>The interest of structural engineers in a reliable and fast tool to design D-regions led to the decision to develop the new Compatible Stress Field Method, a method for computer-aided stress field design that allows the automatic design and assessment of structural concrete members subjected to in-plane loading.</p>\n<p>The Compatible Stress Field Method is a continuous FE-based stress field analysis method in which classic stress field solutions are complemented with kinematic considerations, i.e., the state of strain is evaluated throughout the structure. Hence, the effective compressive strength of concrete can be automatically computed based on the state of transverse strain in a similar manner as in compression field analyses that account for compression softening&nbsp; (Vecchio and Collins 1986; Kaufmann and Marti 1998) and the EPSF method (Fernández Ruiz and Muttoni 2007). Moreover, the CSFM considers tension stiffening, providing realistic stiffnesses to the elements, and covers all design code prescriptions (including serviceability and deformation capacity aspects) not consistently addressed by previous approaches. The CSFM uses common uniaxial constitutive laws provided by design standards for concrete and reinforcement. These are known at the design stage, which allows the partial safety factor method to be used. Hence, designers do not have to provide additional, often arbitrary material properties as are typically required for non-linear FE-analyses, making the method perfectly suitable for engineering practice.</p>\n<p>To foster the use of computer-aided stress fields by structural engineers, these methods should be implemented in user-friendly software environments. To this end, the CSFM has been implemented in <em>IDEA StatiCa Detail</em>; a new user-friendly commercial software developed jointly by ETH Zurich and the software company IDEA StatiCa in the framework of the DR-Design Eurostars-10571 project.</p>"
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            "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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                    "value": "<h2>1 Nový projekt</h2>\n<p>Spusťme <strong>IDEA StatiCa </strong>(<a data-item-id=\"0dff6482-3e17-4ca2-bb66-b4abc6a8dde4\" href=\"\">stáhněte si nejnovější verzi</a>) a vyberte aplikaci <strong>Detail</strong>. Nový projekt založíme kliknutím na 2D Detail se sekcí Obecné zadání, vybereme správnou třídu betonu a krytí. Nastavení dokončíme kliknutím na tlačítko <strong>Vytvořit</strong>.</p>\n<figure data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fe21d78b-0647-4837-8b89-24e8ce24ca29/1_1%20New%20project.png\" data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" alt=\"\"></figure>\n<figure data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97919dd3-c3af-412c-a7c6-7f236eab183d/1_2%20New%20project.png\" data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" alt=\"\"></figure>\n<p>Tím se načte prázdný projekt, ve kterém začneme od nuly.</p>\n<h2>2 Geometrie</h2>\n<p>Začněte přidáním prvku stěny pomocí tlačítka <strong>Import</strong> <strong>DXF</strong>.</p>\n<figure data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6778c05d-0b68-4c71-9e34-a83db2822936/2_1%20Geometry.png\" data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupný ve zdrojových souborech) přistane dialogové okno pro výběr. Vyberte část obrysu zhlaví pilíře (pokud jste v DXF použili čáry, pokračujte tlačítkem Consecutive) a klikněte na <strong>Obrys</strong>. Výběr dokončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7ac3717-3e8a-4d71-bef7-53a90dbb06db/2_2%20Geometry.png\" data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\" alt=\"\"></figure>\n<p>Poté <strong>importujte</strong> horní část uzávěru mola ze stejného souboru DXF.</p>\n<figure data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f79bfee-8f3e-40d2-b06e-9b5f370ed524/2_3%20Geometry.png\" data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" alt=\"\"></figure>\n<p>Tvary prvků stěny byly vygenerovány pomocí DXF, ale ve 2D referenci DXF chybí informace o tloušťce, proto je nyní musíte upravit ručně. Nastavte hodnotu <strong>Tloušťka</strong> pro prvky <strong>W1</strong> i <strong>W2</strong> na <strong>1,20 m</strong>.</p>\n<figure data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56914c67-b574-4458-9c75-6300515250cc/2_4%20Geometry.png\" data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" alt=\"\"></figure>\n<p>V tuto chvíli je naše konstrukce staticky přeurčitá, je třeba přidat okrajové podmínky. Chcete-li vytvořit <a data-item-id=\"5a121972-f384-4f14-8788-9da298e1aae1\" href=\"\"><strong>liniovou podporu</strong></a>, klikněte na tlačítko <strong>Položka modelu</strong> a vyberte třetí typ v sekci <strong>Podpory</strong>.</p>\n<figure data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/902146d1-35d7-494d-ad33-0c533d6371d8/2_5%20Geometry.png\" data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" alt=\"\"></figure>\n<p>Podporu <strong>omezíme</strong> ve směrech <strong>X</strong>, <strong>Z</strong> a <strong>Ry</strong> a změníme číslo <strong>hrany</strong> na <strong>7</strong>. Vypněte také funkci <strong>Pouze tlak</strong>. Čísla hran jsou vidět v <strong>hlavním okně</strong>.</p>\n<figure data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b851c91-a374-48ef-910b-f714f94bf4ae/2_6%20Geometry.png\" data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" alt=\"\"></figure>\n<p>Protože by bodová síla umístěná přímo na hranu zhlaví pilíře lokálně porušila beton v tlaku, použijeme roznášecí desky, které zatížení rozloží rovnoměrněji. Chcete-li ji přidat, stiskněte ještě jednou tlačítko <strong>Položka modelu</strong> a v sekci <strong>Prvky pro přenos zatížení</strong> vyberte první z nich - <a data-item-id=\"1d52ff19-b6b3-5290-905a-178825f7cdc1\" href=\"\"><strong>Roznášecí&nbsp; desku</strong></a>.</p>\n<figure data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f214f09d-65b0-4caf-9a4b-42a77221348d/2_7%20Geometry.png\" data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" alt=\"\"></figure>\n<p>Změňte <strong>šířku</strong> na <strong>0,40 m</strong> a <strong>tloušťku</strong> na <strong>0,04 m</strong>, dále číslo <strong>hrany</strong> na <strong>3</strong> a posuňte její <strong>polohu X</strong> na <strong>0,45 m</strong>.</p>\n<figure data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50355c70-edcd-43fd-a8db-dea4af49c1f1/2_8%20Geometry.png\" data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" alt=\"\"></figure>\n<p>Poté <strong>zkopírujte</strong> <strong>Roznášecí desku</strong> a změňte její polohu tak, aby byla měřena <strong>Od konce</strong>.</p>\n<figure data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0eac1da7-c569-4dc1-ad01-4c005e088d98/2_9%20Geometry.png\" data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" alt=\"\"></figure>\n<h2>3 Zatížení</h2>\n<p>Zatěžovací stav se vytvoří po kliknutí na tlačítko <strong>Load Case</strong> a ve výchozím nastavení je určen pro <strong>Stálé</strong> účinky. Potřebujete dva zatěžovací stavy, abyste rozlišili stálá a proměnná zatížení, a tři kombinace, abyste pokryli jednu kombinaci MSÚ a dvě kombinace MSP (charakteristické a kvazi-stálé) pro všechny kontroly.</p>\n<figure data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/64b6b1b0-2105-4f7d-89db-9588533f35d8/3_1%20Loads.png\" data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" alt=\"\"></figure>\n<p>Upravíme automaticky přidaný zatěžovací stav <strong>LC1</strong> pro trvalé účinky. V záložce <strong>Zatěžovací impulsy</strong> klikneme na tlačítko <strong>Plus</strong> a použijeme <strong>Bodová zatížení</strong>. To se automaticky umístí na jednu z ložiskových desek.</p>\n<figure data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73eccf54-b16e-4d04-a79d-975a253174d4/3_2%20Loads.png\" data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" alt=\"\"></figure>\n<p>Nyní změníme jeho hodnotu na <strong>-2500 kN</strong>.</p>\n<figure data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e8e5a8b2-e039-4b6d-a19b-bd1ab5215a04/3_3%20Loads.png\" data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" alt=\"\"></figure>\n<p>Zkopírujte toto Bodové zatížení na druhou roznášecí desku <strong>BP2</strong>.</p>\n<figure data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee28dab2-90d2-42f3-b772-475d518de122/3_4%20Loads.png\" data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" alt=\"\"></figure>\n<p>Zkopírujte zatěžovací stav 1 a změňte typ na <strong>proměnné</strong>. Klikněte na položku Bodové zatížení a změňte sílu na <strong>-1000 kN</strong>.</p>\n<figure data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7d574c49-bd02-4af9-9011-0a3b1130d9e6/3_5%20Loads.png\" data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" alt=\"\"></figure>\n<p>Opakujte kroky pro poslední bodové zatížení.</p>\n<figure data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/20e05d97-1652-4bf4-b997-f6fcda13a155/3_6%20Loads.png\" data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" alt=\"\"></figure>\n<p>Vytvoříme první nelineární kombinaci pomocí tlačítka <strong>Combination</strong> a nastavíme ji jako mezní stav MSÚ.</p>\n<figure data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/17bb129d-f8dd-4c81-97ca-18f6fb7fecc3/3_7%20Loads.png\" data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" alt=\"\"></figure>\n<p>Zkopírujte C1 a zvolte <a data-item-id=\"64fe8853-4024-409f-9e71-8e2007782f5b\" href=\"\"><strong>MSP</strong></a><strong> charakteristiku. </strong>Kromě toho je k dispozici možnost pro posouzení kombinace na průhyb a šířku trhliny jak pro danou kombinaci, tak jednotlivě. Pro kombinaci <strong>Charakteristika</strong> zvolte Aktivní pro kontrolu <strong>průhybu</strong> podle obrázku níže.</p>\n<figure data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7e8dcb4-07a9-44ba-b7db-5dae47d39f18/3_8%20Loads.png\" data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" alt=\"\"></figure>\n<p>Nyní můžete postup zopakovat, <strong>zkopírovat</strong> C2 a pro novou C3 zvolit <strong>MSP Kvazistálá </strong>. Kombinaci <strong>Kvazistálou </strong>aktivujte pouze pro výpočet <strong>šířky trhliny</strong>.</p>\n<figure data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/49282476-6070-4ee9-a3da-8ba806c532db/3_9%20Loads.png\" data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" alt=\"\"></figure>\n<p>Nyní změňte dílčí součinitele pro všechny kombinace. To provedete tak, že v libovolné definované kombinaci kliknete na <strong>ikonu pera</strong> a změníte dílčí faktory, které vidíte na následujícím obrázku.</p>\n<figure data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/87b44d74-eede-4ef9-aab9-5b75c7ad351b/3_10%20Loads.png\" data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" alt=\"\"></figure>\n<p>Všimněte si, že výpočty se provádějí pouze pro kombinace zatěžovacích stavů, které jsou zaškrtnuté ve stromu operací, nikoli pro jednotlivé zatěžovací stavy.</p>\n<h2>4 Vyztužení</h2>\n<p>Dalším krokem je <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\"><strong>vyztužení</strong></a> modelu. Zkombinujte definici od začátku v aplikaci IDEA StatiCa s dávkovým importem výztuže ze souboru <strong>DXF</strong>. V tomto tutoriálu předpokládáme, že uživatel ví, jak vyztužit zhlaví pilíře, a předem si připravil nějakou <a data-item-id=\"a0e85d28-23e6-4006-94d6-f334c2be9b67\" href=\"\">výztuž</a> v DXF z výkresů, proto nástroje pro návrh výztuže ponecháme na jiný tutoriál.</p>\n<p>Klepněte na tlačítko <strong>Import</strong> <strong>DXF</strong> a vyberte entitu Skupina vložek.</p>\n<figure data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e51e193e-5772-4e02-9724-efe612a9955f/4_1%20Reinforcement.png\" data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupného ve zdrojových souborech) přistane dialog pro výběr. Vyberte všechny potřebné polylinie (tvar výztuže) v pořadí znázorněném na následujícím obrázku a za každou polyliinií klikněte na tlačítko <strong>Vybrat</strong> (pořadí není obecně důležité, v tomto tutoriálu chceme jen sledovat, když mluvíme o konkrétním názvu položky). Výběr ukončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7433e93f-9795-495a-a20d-9e4f2ef5f1d5/4_3%20Reinforcement.png\" data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" alt=\"\"></figure>\n<p>Soubor 2D DXF přenáší globální šířku polylinie jako průměr pro každou výztuž, ale neobsahuje informace o počtu prutů v kolmém směru a musíme je upravit ručně. Díky funkci <a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\">vícenásobné editace</a> můžeme zajistit všechny změny pro všechny entity výztuže najednou.</p>\n<p>Podržíme <strong>klávesu Ctrl</strong> a vybereme všechny importované výztuže, změníme počet vložek ve vrstvě na <strong>10 </strong>a průměr na <strong>20 mm</strong>.</p>\n<figure data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/522a97b6-22e0-4aa6-956d-ea0b8ffb70ee/4_4%20Reinforcement.png\" data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" alt=\"\"></figure>\n<p>Pro dokončení vyztužování v tomto příkladu zkombinujte import z DXF s výztuží definovanou v IDEA StatiCa Detail. V tomto případě přidejte několik vodorovných a podélných výztuží do zhlaví pilíře a několik vrstev výztuže představujících třmínky v pilíři. Klikněte na tlačítko <strong>Sestava výztuže</strong> a vyberte první položku výztuže <strong>Skupina vložek</strong>.</p>\n<figure data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3027cb33-110c-4b80-a470-01af1345750a/4_5%20Reinforcement.png\" data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" alt=\"\"></figure>\n<p>Změňte definici na možnost <strong>Na hraně obrysu nebo otvoru</strong>. Poté upravte počet vrstev, jejich vzdálenosti, průměr, počet prutů ve vrstvě, typ <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\">kotvení</a> pro oba konce a hrany podle následujícího obrázku:</p>\n<figure data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/233bba37-5214-421f-9646-9fa9cf49e2ca/4_6%20Reinforcement.png\" data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" alt=\"\"></figure>\n<p>Pomocí funkce <strong>kopírování</strong> vytvořte <strong>GB6,</strong> který bude představovat třmínky, a přepněte hranu na <strong>7</strong>. Nastavte všechny parametry podle následujícího obrázku:</p>\n<figure data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a628132-4994-469e-9917-872f31fcbc0b/4_7%20Reinforcement.png\" data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" alt=\"\"></figure>\n<p>Poslední položky výztuže představí podélnou výztuž zhlaví pilíře. Za tímto účelem <strong>přidejte novou skupinu vložek</strong>. Změňte její vlastnosti následujícím způsobem:</p>\n<figure data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a78bd3ba-73dd-4b26-98a0-692b54ad5b09/4_8%20Reinforcement.png\" data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" alt=\"\"></figure>\n<p>Naposledy použijte tlačítko <strong>Kopírovat</strong>. Změňte hodnotu hrany na <strong>8</strong>.</p>\n<figure data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62b5c0a1-9129-4b33-ae51-650f7cc3ac20/4_9%20Reinforcement.png\" data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" alt=\"\"></figure>\n<p>Po přidání a úpravě všech výztuh můžeme spustit výpočet kliknutím na tlačítko <strong>Vypočítat</strong>.</p>\n<figure data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fa95121e-d453-4304-80e6-85dda909891c/4_10%20Reinforcement.png\" data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" alt=\"\"></figure>\n<h2>5 Výpočet a kontrola</h2>\n<p>Analýzu spustíme kliknutím na tlačítko <strong>Výpočet</strong> na pásu karet. Automaticky se vygeneruje model analýzy, provedou se výpočty a zobrazí se souhrn posudků spolu s hodnotami výsledků posudků.</p>\n<figure data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7c9cdd56-cdb0-4c8b-963f-6b0dc4669234/5_1%20Check.png\" data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" alt=\"\"></figure>\n<p>Chcete-li projít podrobné kontroly jednotlivých komponent, začněte na kartě <strong>Pevnost</strong>. Zde se zobrazí konkrétní kontroly, jako je využití v napětí, hlavní napětí, deformace a mapa redukčního součinitele kc<sub>,</sub> kterou lze přepínat na pásu karet.</p>\n<figure data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c4aa00e-48cc-409e-bc79-21d28e55a786/5_2%20Check.png\" data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" alt=\"\"></figure>\n<p>Pro podrobné výsledky výztuže je třeba kliknout na řádek <strong>Výztuž</strong>. Tím se změní ikony na pásu karet a zobrazí se tabulka výsledků. Můžete si zobrazit výsledky pro přetvoření a napětí v jednotlivých prutech a jejich využití.</p>\n<figure data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aa19009c-39f5-4c08-bba0-493ac6d5a4ef/5_3%20Check.png\" data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" alt=\"\"></figure>\n<p>Všechny výsledky lze zobrazit stejným způsobem. Ukažme si rozdíl v pásu karet pro SLS kontroly <a data-item-id=\"9e7e995c-6e74-422f-af6e-88a8d7fe047f\" href=\"\">šířky trhliny</a> a průhybu. Kromě ikon pro přepínání mezi výsledky jsou v pásu karet je k dispozici nastavení pro nastavení mezní hodnoty trhlin nebo pro zobrazení výsledků průhybů z krátkodobých/dlouhodobých modelů.</p>\n<figure data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/79b005fd-2d09-4e79-a97b-d45dc3c4fbd4/5_4%20Check.png\" data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" alt=\"\"></figure>\n<figure data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bea7f38c-6c84-49f0-8502-66bfb347093e/5_5%20Check.png\" data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" alt=\"\"></figure>\n<h2>6 Zpráva</h2>\n<p>Nakonec přejděte do okna <strong>Report</strong>. IDEA StatiCa nabízí plně přizpůsobitelný report, který lze vytisknout nebo uložit v editovatelném formátu.</p>\n<figure data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e3c18c1-a97e-4301-8ee4-31b1ed278382/6_1%20Report.png\" data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" alt=\"\"></figure>\n<figure data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33137b76-efe1-4357-a046-99a24413aa88/6_2%20Report.png\" data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" alt=\"\"></figure>\n<p>Navrhli jste, optimalizovali a zkontrolovali podle Eurokódu zhlaví pilíře.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"idea_statica_tutorial___pier_cap_from_dxf_2495f70\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n630d000b_42c6_0161_3e66_e8916e9d326c\"></object>"
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                    "value": "<p>Jakmile je oblast diskontinuity navržena a posouzena podle normy, je čas vytvořit protokol. Není nutné vytvářet protokol ručně pomocí print-screenu obrázků, vytváření tabulek a psaní textu. Stačí použít funkci <strong>Protokol</strong> v aplikaci. Protokol si můžete nastavit podle vás - co se má zobrazit, nebo ne. Obrázky, tabulky a popisy se vytvoří automaticky. Můžete dokonce přidávat vlastní obrázky.</p>\n<h2>Základní struktura protokolu</h2>\n<p>Nejprve vyberte typ protokolu. K dispozici jsou dvě možnosti.</p>\n<ul>\n  <li>Stručný protokol</li>\n  <li>Detailní prokotol</li>\n</ul>\n<p><strong>Stručný protokol</strong> je stručným shrnutím projektu a jeho výsledků.&nbsp;</p>\n<figure data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dca0634e-daa2-4713-a210-e66c129b2af8/RC-D_07_02.png\" data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" alt=\"\"></figure>\n<p>Nebo můžete vygenerovat <strong>Detailní protokol</strong>, do kterého vložíte podrobné informace o projektu a jeho výsledcích.&nbsp;</p>\n<figure data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0adc8c89-df72-42f2-892a-5bb21702df2f/RC-D_07_03.png\" data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" alt=\"\"></figure>\n<h2>Protokol</h2>\n<p>Na začátku protokolu najdete úvod a přehled projektu jako <strong>Údaje o projektu</strong>, <strong>Souhrnné stručné výsledky</strong>, <strong>Materiály a Průřez</strong>.</p>\n<figure data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4b2c61b-408c-4478-8e79-0a696a3c097e/RC-D_07_04.png\" data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" alt=\"\"></figure>\n<h4>Uživatelský odstavec</h4>\n<p>Je možné přidat <strong>Uživatelský odstavec</strong> s dalšími informacemi - popis jednotlivých položek projektu.</p>\n<figure data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3be7695-2864-4861-8cd3-c5875c0fa1a1/RC-D_07_05.png\" data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" alt=\"\"></figure>\n<p>Jak je znázorněno na obrázku, přejděte na položku Data projektu a definujte obecnou.</p>\n<figure data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4b9bc384-9960-4877-806b-c9115a79bb6d/RC-D_07_06.png\" data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" alt=\"\"></figure>\n<p>Chcete-li nastavit Uživatelský odstavec pro jednotlivou položku projektu, přejděte do oblastí diskontinuit, vyberte oblast diskontinuity a napište odstavec.</p>\n<figure data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d038fef-417b-4923-bb84-d3fa0be95c15/RC-D_07_07.png\" data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" alt=\"\"></figure>\n<h2>Položky projektu</h2>\n<p>V aplikaci IDEA Statica Detail je možnost mít v jednom souboru více položek projektu (oblastí diskontinuity). A tedy i pro sestavu je možné vygenerovat všechny položky projektu nebo jen vybrané. Výběr se provádí na kartě Data v nastavení protokolu.</p>\n<figure data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bf14c9d8-51c3-4802-b7bd-9a648a72e8a2/RC-D_07_08.png\" data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" alt=\"\"></figure>\n<p>Projděme si nastavení jednotlivých položek projektu.&nbsp;</p>\n<h4>Geometrie</h4>\n<p>Můžete zobrazit obraz geometrie detailů nebo podoblasti a tabulku geometrie. Lze také řídit relativní šířku obrázku.</p>\n<figure data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/293bcb1f-908d-4ef6-b382-8c0e402aec3a/RC-D_07_09.png\" data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" alt=\"\"></figure>\n<p>Možná jste si všimli, že třetí tlačítko je na obrázku vypnuté. Toto tlačítko umožňuje přidávat do kapitoly uživatelsky definované obrázky prostřednictvím funkce galerie. &nbsp;</p>\n<h4>Zatížení</h4>\n<p>Je možné zobrazit obrázky nebo tabulky libovolné kombinace zatížení. Relativní šířku obrázku lze ovládat, stejně jako počet obrázků v jednom řádku. Kromě toho lze zobrazit zatěžovací stavy zahrnuté do aktivních kombinací.&nbsp;</p>\n<figure data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba9826a-22b8-4a1c-8fc0-bbdc61fa33cf/RC-D_07_10.png\" data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" alt=\"\"></figure>\n<h4>Topologická optimalizace</h4>\n<p>Tlačítko zapne zobrazení optimalizace topologie pro všechny posuzované kombinace.</p>\n<figure data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/27f8b285-4b4f-4eb9-ab4a-e4f4ca807a81/RC-D_07_11.png\" data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" alt=\"\"></figure>\n<h4>Vyztužení</h4>\n<p>Můžete povolit schéma vyztužení nebo přidat uživatelské obrázky z galerie.</p>\n<figure data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e2795dc6-1c52-4ba5-9639-58243320d583/RC-D_07_12.png\" data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" alt=\"\"></figure>\n<h4>Výsledky/Posudky</h4>\n<p>Existují tři možnosti jak zobrazit výslekdy.</p>\n<ul>\n  <li>Stručné výsledky - pouze přehledná tabulka</li>\n  <li>Vybrané výsledky</li>\n  <li>Kompletní výsledky</li>\n</ul>\n<p>První možnost je na následujícím obrázku.</p>\n<figure data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0b36353-21d9-4766-9cc8-77ffe0d0c3e1/RC-D_07_13.png\" data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" alt=\"\"></figure>\n<p>Druhá možnost umožňuje vybrat, co přesně se má zobrazit.&nbsp;</p>\n<figure data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7135f626-e3fc-4de9-ac0f-0efc70eb4602/RC-D_07_14.png\" data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\" alt=\"\"></figure>\n<p>Poslední možnost jednoduše přidá všechny výsledky do protokolu. Opět lze kontrolovat relativní šířku obrázku a navíc lze zvětšit měřítko.</p>\n<h4>Výkaz materiálu</h4>\n<p>Nakonec můžete přidat obrázek výkazu materiálu s očíslovanými položkami a tabulkami.&nbsp;</p>\n<p>Klikněte na tlačítko <strong>Výkaz materiálu</strong> v navigátoru a zkontrolujte hmotnost, počet položek, tvary a délky výztuže. Kromě toho lze z aplikace IDEA StatiCa Detail exportovat výkres rozvržení výztuže včetně tvarů výztužných prutů do souboru Dxf. Tento výkres lze dále upravovat.</p>\n<figure data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d94c8f8a-b74b-4560-8e9d-da7566dad215/RC-D_07_15.png\" data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" alt=\"\"></figure>\n<h2>Závěr pro protokol</h2>\n<p>Závěrečná část protokolu se zaměřuje na <strong>Vysvětlení použitých symbolů</strong>, <strong>Kód a nastavení výpočtu a Předpoklady výpočtu</strong>. 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            "value": "<h4>Kompletní posouzení železobetonových stěn nebo vysokých nosníků s otvory? Žádný problém!</h4>\n<p>Cílem webináře je ukázat, jak posoudit <strong>stěnu</strong> či <strong>stěnový nosník obecného tvaru</strong> v IDEA StatiCa Detail s využitím existujícího 3D výpočtového modelu ve SCIA Engineer v řádech minut. Ukážeme si pracovní postup na příkladu bytového domu – export geometrie, vytvoření dílčího modelu, aplikace zatížení, návrh výztuže a finální posudek - jak na <strong>mezní stavy únosnosti, tak použitelnosti</strong>.</p>\n<p>Vyzkoušejte si to na vlastní kůži – získejte <a data-item-id=\"c9179b55-bed2-4f30-b430-d7edb80d2a36\" href=\"\">bezplatnou zkušební verzi</a> a postupujte podle návodu <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Železobetonová stěna</a> krok za krokem Betonová zeď.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>Komplexní řešení pro betonové detaily a konstrukční dílce</h4>\n<p>Běžné 3D MKP programy uvažují lineární chování betonu. Možnosti návrhu výztuže jsou omezené, a to zejména s&nbsp;ohledem na posouzení <strong>mezního stavu použitelnosti</strong>, což může vést k&nbsp;rozvoji nadměrných <strong>trhlin</strong>. To vše pokrývá aplikace IDEA StatiCa Detail založená na <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">metodě CSFM</a>. Nyní mohou všichni&nbsp;inženýři a inženýrky efektivně navrhnout a posoudit stěny či vysoké nosníky jakéhokoliv tvaru.</p>\n<p>Pokud byste se rádi viděli více z aplikace IDEA StatiCa Detail v akci, máme pro vás záznam dalších dvou webinářů:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">Jak jednoduše navrhnout předpjatý vazník s otvory?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Stěna - Ružomberok (Slovensko)</a></li>\n</ul>\n<p>Nebo si projděte naše Centrum podpory, kde najdete<a href=\"https://www.ideastatica.com/cz/podpora-tutorialy?product=concrete&amp;label=detail\"> návody</a> nebo <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">teoretické základy</a> k programu.</p>\n<p><br></p>\n<h3>Záznam webináře</h3>"
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    "value": "<h3>Concrete - Strength</h3>\n<p>The concrete model implemented for strength calculations in CSFM is based on the parabolic-plastic stress-strain curve. The tensile strength is neglected, as it is in classic reinforced concrete design.</p>\n<figure data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/22a6013d-68bc-406c-b92a-f500a9ba191e/SS%20diagrams%20conc%20-%20AUS.png\" data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 47\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>The implementation of CSFM in <em>IDEA StatiCa Detail</em> does not consider an explicit failure criterion in terms of strains for concrete in compression (i.e., after the peak stress is reached, it considers a plastic branch with ε<em><sub>cp</sub></em> in maximum value 5%, while AS 3600 Cl. 8.3.1 assumes ultimate strain of less than 0.3%). This simplification does not allow the deformation capacity of structures failing in compression to be verified. However, the strength is properly predicted when the increase in the brittleness of concrete as its strength rises is considered by means of the <em>\\(\\eta_{fc}\\)</em>&nbsp;reduction factor defined in <em>fib</em> Model Code 2010 as follows:</p>\n<p>\\[f'_{c,lim}=\\alpha_{2}\\cdot\\phi_{s} \\cdot \\eta_{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>where:</p>\n<p><em>α</em><sub>2</sub> is the reduction factor of concrete compressive strength defined in AS 3600 Cl. 8.3.1 <br>\nWhen using a parabola-rectangle&nbsp;stress-strain diagram, it is necessary to reduce the maximum compressive stress by this factor. This averages the stress distribution in the compression zone in such a way that the resulting compressive strength is less than or equal to the&nbsp;compressive strength&nbsp;calculated using a stress-strain diagram with a decreasing plastic branch<em>. </em>An analogous approach is defined for the Rectangular stress block in Chapter 8.1.3.</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the stress reduction factor for concrete. The default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f'</em><em><sub>c</sub></em> is the concrete cylinder strength (in MPa for the definition of <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Reinforcement</h3>\n<p>A perfectly elasto-plastic stress-strain diagram with a defined yield point for the non-prestresses reinforcement is considered, see AS 3600 Section 3.2. The definition of this diagram only requires the basic properties of the reinforcement to be known – the strength and modulus of elasticity.</p>\n<p>The reinforcement stress-strain diagram can be also defined by the user, but in this case, it is impossible to assume the tension stiffening effect (it is impossible to calculate crack width).&nbsp;</p>\n<figure data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e33b934-9d0f-4ba7-9764-4f31801c752b/Steel%20stress-strain%20diagram%20CSFM%20-%20AUS.png\" data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 48 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>where:</p>\n<p><em>Φ</em><em><sub>s </sub></em>is the strength reduction factor for reinforcement. Where the default value is set according to AS 3600 Table 2.2.3.</p>\n<p><em>f</em><em><sub>y</sub></em> is the yield strength of reinforcement</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement</p>\n<p>Tension stiffening (Fig. 49) &nbsp;is accounted for automatically by modifying the input stress-strain relationship of the bare reinforcing bar in order to capture the average stiffness of the bars embedded in the concrete (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b27b5ab6-24ea-410b-901a-fccbd7e4005f/Tension%20stiffening%20CSFM%20-%20AUS.png\" data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 49\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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                    "value": "<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"Fig. 24\tCrack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with local non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar for non-stabilized cracking.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 20 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 20. A crack kinematic without slip (pure crack opening) is considered (Fig. 20a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 20b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>Please note, that the program displays values of θ<em><sub>r</sub></em> and θ<em><sub>b</sub></em> &lt; <em>π/2</em>. It means that the previous equation works for cases, where the reinforcement and crack go through the different quadrants of the Cartesian coordinate system as shown in Fig. 20, where reinforcement goes through I. and III. quadrants and crack through II and IV. For cases where the reinforcement and crack go through the same quadrants, the equation has to be modified as follows:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(-θ_r + θ_b + \\frac{π}{2}\\right)}\\]</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 20c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 21).</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"Fig. 25\tDefinition of the region at concave corners in which the crack width is computed as if it were non-stabilized.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>\n<h4>Tension stiffening</h4>\n<p>The implementation of tension stiffening distinguishes between cases of stabilized and non-stabilized crack patterns. In both cases, the concrete is considered fully cracked before loading by default.</p>\n<figure data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/80e8fffe-3c98-4677-af35-7c2ce025e0bb/Tension%20stiffening%20model.PNG\" data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" alt=\"Fig. 3\tTension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear, steel and concrete stresses, and steel strains between cracks, considering average crack spacing (λ=0.67); (b) pull-out assumption for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel; (d) detail of the initial branches of the tension chord response.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Tension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear,}}}\\) </em>\\( \\textsf{\\textit{\\footnotesize{steel and concrete stresses, and steel strains between cracks, considering average crack spacing); (b) pull-out assumption}}}\\) \\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting}}}\\) \\( \\textsf{\\textit{\\footnotesize{tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(d) detail of the initial branches of the tension chord response.}}}\\)</p>\n<p><br></p>\n<p><strong>Stabilized cracking</strong></p>\n<p>In fully developed crack patterns, tension stiffening is introduced using the Tension Chord Model (TCM) (Marti et al. 1998; Alvarez 1998)&nbsp;– Fig. 22a – which has been shown to yield excellent response predictions in spite of its simplicity (Burns 2012). The TCM assumes a stepped, rigid-perfectly plastic bond shear stress-slip relationship with τ<em><sub>b&nbsp;</sub></em>=&nbsp;τ<em><sub>b</sub></em><sub>0</sub>&nbsp;=2&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s</sub></em>&nbsp;≤&nbsp;<em>f</em><em><sub>y</sub></em> and τ<em><sub>b</sub></em>&nbsp;=τ<em><sub>b</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s&nbsp;</sub></em>&gt;&nbsp;<em>f</em><em><sub>y</sub></em>. Treating every reinforcing bar as a tension chord ­– Fig. 22b and Fig. 22a – the distribution of bond shear, steel, and concrete stresses and hence the strain distribution between two cracks can be determined for any given value of the maximum steel stresses (or strains) at the cracks.</p>\n<p>For <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;<em>s</em><em><sub>r</sub></em><sub>0</sub>, a new crack may or may not form because at the center between two cracks σ<em><sub>c</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ct</sub></em>. Consequently, the crack spacing may vary by a factor of two, i.e., <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;λ<em>s</em><em><sub>r</sub></em><sub>0</sub>, with l&nbsp;=&nbsp;0.5…1.0. Assuming a certain value for λ, the average strain of the chord (ε<em><sub>m</sub></em>) can be expressed as a function of the maximum reinforcement stresses (i.e., stresses at the cracks, σ<em><sub>sr</sub></em>). For the idealized bilinear stress-strain diagram for the reinforcing bare bars considered by default in the CSFM, the following closed-form analytical expressions are obtained (Marti et al. 1998):</p>\n<p>\\[\\varepsilon_m = \\frac{\\sigma_{sr}}{E_s} - \\frac{\\tau_{b0}s_r}{E_s Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\sigma_{sr} \\le f_y\\]</p>\n<p><br></p>\n<p>\\[{\\varepsilon_m} = \\frac{{{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}^2}Ø}}{{4{E_{sh}}{\\tau _{b1}}{s_r}}}\\left( {1 - \\frac{{{E_{sh}}{\\tau_{b0}}}}{{{E_s}{\\tau_{b1}}}}} \\right) + \\frac{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}}{{{E_s}}}\\frac{{{\\tau_{b0}}}}{{{\\tau_{b1}}}} + \\left( {{\\varepsilon_y} - \\frac{{{\\tau_{b0}}{s_r}}}{{{E_s}Ø}}} \\right)\\]</p>\n<p><em>\\[\\textrm{for}\\qquad\\qquad{f_y} \\le {\\sigma _{sr}} \\le \\left( {{f_y} + \\frac{{2{\\tau _{b1}}{s_r}}}{Ø}} \\right)\\]</em></p>\n<p><br></p>\n<p>\\[ \\varepsilon_m = \\frac{f_s}{E_s} + \\frac{\\sigma_{sr}-f_y}{E_{sh}} - \\frac{\\tau_{b1} s_r}{E_{sh} Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\left(f_y + \\frac{2\\tau_{b1}s_r}{Ø}\\right) \\le \\sigma_{sr} \\le f_t\\]</p>\n<p>where:<br>\n <em>E</em><em><sub>sh</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp; &nbsp;the steel hardening modulus <em>E</em><em><sub>sh</sub></em>&nbsp;=&nbsp;(<em>f</em><em><sub>t</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>)/(ε<em><sub>u</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;/<em>E</em><em><sub>s</sub></em>)&nbsp;,</p>\n<p><em>E</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of reinforcement,</p>\n<p><em>Ø</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; reinforcing bar diameter,</p>\n<p>s<em><sub>r</sub></em><em><sup>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sup></em>crack spacing,</p>\n<p>σ<em><sub>sr</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>reinforcement stresses at the cracks,</p>\n<p>σ<em><sub>s</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>actual reinforcement stresses,</p>\n<p><em>f</em><em><sub>y&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</sub></em>yield strength of reinforcement.</p>\n<p><br></p>\n<p>The Idea StatiCa Detail implementation of the CSFM considers average crack spacing by default when performing computer-aided stress field analysis. The average crack spacing is considered to be 2/3 of the maximum crack spacing (λ&nbsp;=&nbsp;0.67), which follows recommendations made on the basis of bending and tension tests (Broms 1965; Beeby 1979; Meier 1983). It should be noted that calculations of crack widths consider a maximum crack spacing (λ&nbsp;=&nbsp;1.0) in order to obtain conservative values.</p>\n<p>The application of the TCM depends on the reinforcement ratio, and hence the assignment of an appropriate concrete area acting in tension between the cracks to each reinforcing bar is crucial. An automatic numerical procedure has been developed to define the corresponding effective reinforcement ratio (ρ<em><sub>eff</sub></em><em> = A</em><em><sub>s</sub></em><em>/A</em><em><sub>c,eff</sub></em>) for any configuration, including skewed reinforcement (Fig. 23).</p>\n<figure data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c0d58ae-1639-4b2a-a99c-a5e274a318ac/Effective%20area%20of%20concrete.png\" data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" alt=\"Fig. 4\tEffective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated; (b) cover and global symmetry condition; (c) resultant effective area.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Effective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(b) cover and global symmetry condition; (c) resultant effective area.}}}\\)</em></p>\n<p><br></p>\n<p><strong>Non-stabilized cracking</strong></p>\n<p>Cracks existing in regions with geometric reinforcement ratios lower than ρ<em><sub>cr</sub></em>, i.e., the minimum reinforcement amount for which the reinforcement is able to carry the cracking load without yielding, are generated by either non-mechanical actions (e.g. shrinkage) or the progression of cracks controlled by other reinforcement. The value of this minimum reinforcement is obtained as follows:</p>\n<p>\\[{\\rho _{cr}} = \\frac{{{f_{ct}}}}{{{f_y} - \\left( {n - 1} \\right){f_{ct}}}}\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>y</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;reinforcement yield strength,</p>\n<p><em>f</em><em><sub>ct</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;concrete tensile strength,</p>\n<p><em>n</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modular ratio, <em>n</em>&nbsp;=&nbsp;<em>E</em><em><sub>s</sub></em>&nbsp;/&nbsp;<em>E</em><em><sub>c</sub></em>&nbsp;.</p>\n<p>For conventional concrete and reinforcing steel, ρ<em><sub>cr</sub></em> amounts to approximately 0.6%.</p>\n<p>For stirrups with reinforcement ratios below ρ<em><sub>cr</sub></em>, cracking is considered to be non-stabilized and tension stiffening is implemented by means of the Pull-Out Model (POM) described in Fig. 22b. This model analyzes the behavior of a single crack considering no mechanical interaction between separate cracks, neglecting the deformability of concrete in tension and assuming the same stepped, rigid-perfectly plastic bond shear stress-slip relationship used by the TCM. This allows the reinforcement strain distribution (ε<em><sub>s</sub></em>) in the vicinity of the crack to be obtained for any maximum steel stress at the crack (σ<em><sub>sr</sub></em>) directly from equilibrium. Given the fact that the crack spacing is unknown for a non-fully developed crack pattern, the average strain (ε<em><sub>m</sub></em>) is computed for any load level over the distance between points with zero slip when the reinforcing bar reaches its tensile strength (<em>f</em><em><sub>t</sub></em>) at the crack (<em>l</em><sub>ε,</sub><em><sub>avg</sub></em> in Fig. 22b), leading to the following relationships:</p>\n<figure data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/43adc17b-b9e9-4a81-ab9f-ff4c13297b34/Equation%201.2.4.2.PNG\" data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" alt=\"\"></figure>\n<p>The proposed models allow the computation of the behavior of bonded reinforcement, which is finally considered in the analysis. This behavior (including tension stiffening) for the most common European reinforcing steel (B500B, with <em>f</em><em><sub>t</sub></em>&nbsp;/&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;=&nbsp;1.08 and ε<em><sub>u</sub></em>&nbsp;=&nbsp;5%) is illustrated in Fig. 22c-d.</p>"
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                                "description": "Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.",
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                            "value": "<p>The CSFM considers continuous stress fields in the concrete (2D finite elements), complemented by discrete “rod” elements representing the reinforcement (1D finite elements). Therefore, the reinforcement is not diffusely embedded into the concrete 2D finite elements but explicitly modeled and connected to them. A plane stress state is considered in the calculation model.</p>\n<figure data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3f70008c-0c34-4dbe-8219-4d8aa7079bb5/Visualization%20of%20the%20calculation%20model.png\" data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" alt=\"Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Both entire <a data-item-id=\"a11adc2d-9c84-4667-8061-600660e1ad87\" href=\"\">walls</a> and beams, as well as details (parts) of beams (isolated discontinuity region, also called trimmed end), can be modeled. In the case of walls and entire beams, supports must be defined in such a way that an (externally) isostatic (statically determinate) or hyperstatic (statically indeterminate) structure results. The load transfer at the trimmed ends of beams is introduced by means of a special Saint-Venant transfer zone, which ensures a realistic stress distribution in the analyzed detail region.</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 connected to each other using multi-point constraints (MPC elements). This allows the reinforcement to occupy an arbitrary, relative position in relation to the concrete. If anchorage length verification is to be calculated, bond and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/511cc4d5-618a-4542-ac53-52a29549070f/Finite%20element%20model.png\" data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" alt=\"Fig. 15\tFinite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.}}}\\]</em></p>\n<h3>Concrete</h3>\n<p>Concrete is modeled using quadrilateral and trilateral shell elements, CQUAD4 and CTRIA3. These can be defined by four or three nodes, respectively. Only plane stress is assumed to exist in these elements, i.e., stresses or strains in the z-direction are not considered.</p>\n<p>Each element has four or three integration points which are placed at approximately 1/4 of its size. At each integration point in every element, the directions of principal strains α<sub>1</sub>, α<sub>2</sub> are calculated. In both of these directions, the principal stresses σ<em><sub>c</sub></em><sub>1</sub>, σ<em><sub>c</sub></em><sub>2</sub> and stiffnesses <em>E</em><sub>1</sub>, <em>E</em><sub>2</sub> are evaluated according to the specified concrete stress-strain diagram, as per Fig. 2. It should be noted that the impact of the compression softening effect couples the behavior of the main compressive direction to the actual state of the other principal direction.</p>\n<h3>Reinforcement</h3>\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 which 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<h3>Bond elements</h3>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (2D) and reinforcing bar elements (1D) in the finite element model. To this end, a “bond” finite element type was developed.</p>\n<p>The definition of the bond element is similar to that of a shell element (CQUAD4). It is also defined by 4 nodes, but in contrast to a shell, it only has a non-zero stiffness in shear between the two upper and two lower nodes. In the model, the upper nodes are connected to the elements representing reinforcement and the lower nodes to those representing concrete. 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><sub>u</sub></em>, see Fig. 14.</p>\n<figure data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1cc20fd2-92d7-42dc-ac17-24f318cbd45c/Bond.PNG\" data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" alt=\"Fig. 16 \t(a) conceptual illustration of the deformation of a bond element, (b) a stress-deformation function. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad (a) conceptual illustration of the deformation of a bond element; (b) a stress-deformation function.}}}\\]</em></p>\n<p><br></p>\n<p>The elastic stiffness modulus of the bond-slip relationship, <em>G</em><em><sub>b</sub></em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p>where:</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default <em>k</em><em><sub>g</sub></em><sub> </sub>= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as <em>E</em><em><sub>cm</sub></em> in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress, <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>G</em><em><sub>b</sub></em>/10<sup>5</sup>.</p>\n<h3>Anchorage spring</h3>\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>l</em><em><sub>b</sub></em>) is then calculated as follows:</p>\n<p>\\[l_b = \\left(1 - \\beta\\right)l_{b,net}\\]</p>\n<p>The intended reduction in <em>l</em><em><sub>b,net</sub></em> is equivalent to the activation of the reinforcing bar at its end at a percentage of its maximum capacity given by the anchorage reduction coefficient, as shown in Fig. 15a.</p>\n<figure data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/748b5346-4251-4154-b923-919c94d0c6d0/Model%20for%20the%20reduction%20of%20the%20anchorage%20length.PNG\" data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" alt=\"Fig. 19\t Model for the reduction of the anchorage length:  (a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad &nbsp;Model for the reduction of the anchorage length:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship.}}}\\]</em></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. 15), which is defined by the constitutive model shown in Fig. 15b. The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type,</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar,</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement.</p>"
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                            "value": "<p>Při výpočtu výsledků MSP se bere v úvahu pouze pružné chování betonu. Jinými slovy, pro beton se uvažuje nekonečný lineární diagram napětí a deformace. Při kontrole MSP lze zobrazit dlouhodobé nebo krátkodobé účinky. Jaký je rozdíl mezi těmito dvěma účinky? Přečtěte si článek níže (odstavec Beton MSP), kde se dozvíte více.</p>\n<ul>\n  <li><a data-item-id=\"1838439f-0398-4754-b0c9-6f627127a407\" href=\"\">Materiálový model (EN)</a></li>\n</ul>\n<h2>Napětí</h2>\n<p>Existují dvě možnosti zobrazení výsledků pro beton a výztuž:&nbsp;</p>\n<ul>\n  <li>poměr napětí a mezního napětí&nbsp;</li>\n  <li>samotné napětí&nbsp;</li>\n</ul>\n<p>Napětí se vypočítají pro <strong>charakteristické</strong> a<strong> kvazistálé</strong> kombinace zatížení.</p>\n<h4>Poměr napětí a limitního napětí</h4>\n<p>Výsledky jsou jasné na první pohled: Zelená barva znamená využití do 90 %, oranžová 90-100 % využití a červená nad 100 %.</p>\n<p>O tom, jak se mezní hodnota určuje, se dočtete v následujícím článku.</p>\n<ul>\n  <li><a data-item-id=\"70b033ed-8364-4692-a84d-8eda80f00dce\" href=\"\">Mezní stav použitelnosti</a></li>\n</ul>\n<figure data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d12601c9-32a1-408f-9b41-e031d5b6fc45/RC-D_06_20.png\" data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" alt=\"\"></figure>\n<figure data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45cd98c6-57b5-4373-a001-6e5c3ed8f5b8/RC-D_06_21.png.png\" data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" alt=\"\"></figure>\n<h4>Napětí</h4>\n<p>Způsob zobrazení je podobný výsledkům MSÚ (v tomto případě je napětí z výpočtu s pružným chováním betonu). Lze zobrazit rozložení napětí v betonu σ<sub>c</sub> pro aplikovanou část zatížení. Známé také jako hlavní napětí σ<sub>2</sub>.</p>\n<figure data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6f65c964-8c56-4aac-a14c-4307bfde6a8d/RC-D_06_22.png\" data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\" alt=\"\"></figure>\n<figure data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16c8bb7b-6bc7-4b9a-b27f-cf1075f7715a/RC-D_06_23.png\" data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" alt=\"\"></figure>\n<h2>Trhliny</h2>\n<p>V této části se seznámíte se všemi čtyřmi možnostmi zobrazení výsledků kontroly trhlin. Přečtěte si další články, kde se dozvíte více o výpočtu.</p>\n<ul>\n  <li><a data-item-id=\"2ebdaf9c-827f-4fd6-9f82-28bc96970a64\" href=\"\">Hlavní předpoklady a limity CSFM</a></li>\n  <li><a data-item-id=\"b42f7f51-b2ee-464e-bfeb-5170776cbd10\" href=\"\">Konstrukční ověření prvků v IDEA StatiCa Detail</a></li>\n</ul>\n<p>Trhliny se počítají pouze pro kombinace <strong>kvazistálého</strong> zatížení.</p>\n<h4>Poměr šířky trhliny a limitní šířky trhliny</h4>\n<p>Mezní hodnotu w<sub>lim</sub> lze nastavit na horním pásu karet. Standardně je podle Eurokódu nastavena hodnota w<sub>lim</sub> = 0,3 mm. Výsledky jsou opět barevně odlišeny (zelená/oranžová/červená), aby byla kontrola zřejmá na první pohled.</p>\n<figure data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fa5bdd1-ec85-4575-9e0f-6d26ce70c206/RC-D_06_24.png\" data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" alt=\"\"></figure>\n<h4>Šířka trhliny&nbsp;</h4>\n<p>Tato funkce slouží k zobrazení šířky trhliny pro každý jednotlivý prvek výztuže.&nbsp;</p>\n<figure data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97bc905a-76c9-4b12-abe1-3a93c71cdf2b/RC-D_06_25.png\" data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" alt=\"\"></figure>\n<h4>Vzdálenost mezi trhlinami</h4>\n<p>Viz odkazy na začátku stránky. Článek vysvětluje metodu výpočtu vzdálenosti mezi stabilizovanými trhlinami.</p>\n<figure data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcb4dbbc-29b3-48bb-a1f1-72cdb456b0b6/RC-D_06_26.png\" data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" alt=\"\"></figure>\n<p>Prezentace vzdálenosti trhlin je pouze schematická. Nezobrazuje vzdálenost trhlin vypočtenou pro výpočet.</p>\n<h4>Nevyztužená oblast</h4>\n<p>Šířka trhliny se kontroluje pouze v blízkosti výztuže. Kontrola trhlin se neprovádí v nevyztužených zónách.</p>\n<p>Tento výsledek jednoduše ukazuje nevyztužené oblasti, kde se pravděpodobně objeví trhliny. Doporučuje se navrhnout zesílení těchto oblastí.</p>\n<figure data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f60ea99-7197-4ee8-865e-2e282fdf60ef/RC-D_06_27.png\" data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\" alt=\"\"></figure>\n<h2>Průhyby</h2>\n<p>See the options below:</p>\n<ul>\n  <li><em>u</em><em><sub>z,st</sub></em> - <strong>Okamžitý průhyb</strong> způsobený celkovým zatížením - vypočtený <strong>s krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,lt</sub></em> -<strong>Dlouhodobý průhyb</strong> způsobený dlouhodobým zatížením (trvalý a předpínací typ zatížení) - vypočtený s <strong>dlouhodobými tuhostmi Ec,eff</strong>. Jinými slovy, jsou zahrnuty součinitele dotvarování.</li>\n  <li><em>Δu</em><em><sub>z</sub></em> - <strong>Přírůstek průhybu</strong> způsobený krátkodobým zatížením (proměnný typ zatížení) - vypočtený s <strong>krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> = u</em><em><sub>z,lt</sub></em><em>&nbsp;+ Δu</em><em><sub>z</sub></em><sub>&nbsp;</sub></li>\n</ul>\n<p>Průhyby se počítají pouze pro <strong>charakteristické</strong> kombinace zatížení.</p>\n<figure data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/815bac57-2809-4383-b0cc-abfa3349b443/RC-D_06_29.png\" data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" alt=\"\"></figure>\n<p>Kromě tabulkových hodnot v části Data můžete zobrazit deformovaný tvar. Můžete také upravit měřítko deformace.</p>\n<p>Kromě zobrazení deformací je také možné provést <strong>kontrolu průhybu</strong>. Můžete si vybrat mezi dvěma kontrolami - <strong>přírůstkovou</strong> a <strong>celkovou</strong>.</p>\n<ul>\n  <li><em>Δu</em><em><sub>z</sub></em><em> / Δu</em><em><sub>z,lim</sub></em> - Přírůstek</li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> / Δu</em><em><sub>z,lim</sub></em>&nbsp;- Celkový</li>\n</ul>\n<p><em>Δu</em><em><sub>z,lim</sub></em> a <em>Δu</em><em><sub>z,lim</sub></em> lze ručně nastavit v kontrolním panelu Průhyby na horní liště.</p>\n<figure data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9efce2e8-54f2-4fe3-8fcb-700d0bc1bd32/RC-D_06_30.png\" data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" alt=\"\"></figure>\n<p>Kontrola průhybu není povolena pro oříznuté konce.&nbsp;&nbsp;</p>\n<h2>Praktický příklad</h2>\n<p>Praktický příklad zobrazení výsledků najdete ve videu z dřívějšího webináře. Vzhledem k tomu, že máme k dispozici dva identické modely, které se liší způsobem použití, můžeme zkontrolovat a porovnat výsledky u obou.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_0bdb135\"></object>"
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            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 19)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"Fig. 23\tMesh multiplier.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 19).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___crack_width_calcul\"></object>"
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                    "value": "<p>The design and assessment of concrete elements are normally performed at the sectional (1D-element) or point (2D-element) level. This procedure is described in all standards for structural design, e.g., in (EN 1992-1-1), and it is used in everyday structural engineering practice. However, it is not always known or respected that the procedure is only acceptable in areas where Bernoulli-Navier hypothesis of plane strain distribution applies (referred to as B-regions). The places where this hypothesis does not apply are called discontinuity or disturbed regions (D-Regions). Examples of B and D regions of 1D-elements are given in (Fig. 1). These are, e.g., bearing areas, parts where concentrated loads are applied, locations where an abrupt change in the cross-section occurs, openings, etc. When designing concrete structures, we meet a lot of other D-Regions such as walls, bridge diaphragms, corbels, etc.&nbsp;</p>\n<figure data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc96c2fd-25aa-43fd-b6d5-556b5242b9cf/Discontinuity%20regions.png\" data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Discontinuity regions (Navrátil et al. 2017)}}}\\]</em></p>\n<p>In the past, semi-empirical design rules were used for dimensioning discontinuity regions. Fortunately, these rules have been largely superseded over the past decades by strut-and-tie models (Schlaich et al., 1987) and stress fields (Marti 1985), which are featured in current design codes and frequently used by designers today. These models are mechanically consistent and powerful tools. Note that stress fields can generally be continuous or discontinuous and that strut-and-tie models are a special case of discontinuous stress fields.</p>\n<p>Despite the evolution of computational tools over the past decades, Strut-and-Tie models are essentially still used as hand calculations. Their application for real-world structures is tedious and time-consuming since iterations are required, and several load cases need to be considered. Furthermore, this method is not suitable for verifying serviceability criteria (deformations, crack widths, etc.).</p>\n<p>The interest of structural engineers in a reliable and fast tool to design D-regions led to the decision to develop the new Compatible Stress Field Method, a method for computer-aided stress field design that allows the automatic design and assessment of structural concrete members subjected to in-plane loading.</p>\n<p>The Compatible Stress Field Method is a continuous FE-based stress field analysis method in which classic stress field solutions are complemented with kinematic considerations, i.e., the state of strain is evaluated throughout the structure. Hence, the effective compressive strength of concrete can be automatically computed based on the state of transverse strain in a similar manner as in compression field analyses that account for compression softening&nbsp; (Vecchio and Collins 1986; Kaufmann and Marti 1998) and the EPSF method (Fernández Ruiz and Muttoni 2007). Moreover, the CSFM considers tension stiffening, providing realistic stiffnesses to the elements, and covers all design code prescriptions (including serviceability and deformation capacity aspects) not consistently addressed by previous approaches. The CSFM uses common uniaxial constitutive laws provided by design standards for concrete and reinforcement. These are known at the design stage, which allows the partial safety factor method to be used. Hence, designers do not have to provide additional, often arbitrary material properties as are typically required for non-linear FE-analyses, making the method perfectly suitable for engineering practice.</p>\n<p>To foster the use of computer-aided stress fields by structural engineers, these methods should be implemented in user-friendly software environments. To this end, the CSFM has been implemented in <em>IDEA StatiCa Detail</em>; a new user-friendly commercial software developed jointly by ETH Zurich and the software company IDEA StatiCa in the framework of the DR-Design Eurostars-10571 project.</p>"
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            "value": "<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general\"></object>\n<p><br></p>\n<h1>References</h1>\n<p>ACI Committee 318. 2009a. <em>Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1:&nbsp; General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova.&nbsp;2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst &amp; Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&amp;genre=book&amp;isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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                    "value": "<h2>1 Nový projekt</h2>\n<p>Spusťme <strong>IDEA StatiCa </strong>(<a data-item-id=\"0dff6482-3e17-4ca2-bb66-b4abc6a8dde4\" href=\"\">stáhněte si nejnovější verzi</a>) a vyberte aplikaci <strong>Detail</strong>. Nový projekt založíme kliknutím na 2D Detail se sekcí Obecné zadání, vybereme správnou třídu betonu a krytí. Nastavení dokončíme kliknutím na tlačítko <strong>Vytvořit</strong>.</p>\n<figure data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fe21d78b-0647-4837-8b89-24e8ce24ca29/1_1%20New%20project.png\" data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" alt=\"\"></figure>\n<figure data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97919dd3-c3af-412c-a7c6-7f236eab183d/1_2%20New%20project.png\" data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" alt=\"\"></figure>\n<p>Tím se načte prázdný projekt, ve kterém začneme od nuly.</p>\n<h2>2 Geometrie</h2>\n<p>Začněte přidáním prvku stěny pomocí tlačítka <strong>Import</strong> <strong>DXF</strong>.</p>\n<figure data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6778c05d-0b68-4c71-9e34-a83db2822936/2_1%20Geometry.png\" data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupný ve zdrojových souborech) přistane dialogové okno pro výběr. Vyberte část obrysu zhlaví pilíře (pokud jste v DXF použili čáry, pokračujte tlačítkem Consecutive) a klikněte na <strong>Obrys</strong>. Výběr dokončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7ac3717-3e8a-4d71-bef7-53a90dbb06db/2_2%20Geometry.png\" data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\" alt=\"\"></figure>\n<p>Poté <strong>importujte</strong> horní část uzávěru mola ze stejného souboru DXF.</p>\n<figure data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f79bfee-8f3e-40d2-b06e-9b5f370ed524/2_3%20Geometry.png\" data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" alt=\"\"></figure>\n<p>Tvary prvků stěny byly vygenerovány pomocí DXF, ale ve 2D referenci DXF chybí informace o tloušťce, proto je nyní musíte upravit ručně. Nastavte hodnotu <strong>Tloušťka</strong> pro prvky <strong>W1</strong> i <strong>W2</strong> na <strong>1,20 m</strong>.</p>\n<figure data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56914c67-b574-4458-9c75-6300515250cc/2_4%20Geometry.png\" data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" alt=\"\"></figure>\n<p>V tuto chvíli je naše konstrukce staticky přeurčitá, je třeba přidat okrajové podmínky. Chcete-li vytvořit <a data-item-id=\"5a121972-f384-4f14-8788-9da298e1aae1\" href=\"\"><strong>liniovou podporu</strong></a>, klikněte na tlačítko <strong>Položka modelu</strong> a vyberte třetí typ v sekci <strong>Podpory</strong>.</p>\n<figure data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/902146d1-35d7-494d-ad33-0c533d6371d8/2_5%20Geometry.png\" data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" alt=\"\"></figure>\n<p>Podporu <strong>omezíme</strong> ve směrech <strong>X</strong>, <strong>Z</strong> a <strong>Ry</strong> a změníme číslo <strong>hrany</strong> na <strong>7</strong>. Vypněte také funkci <strong>Pouze tlak</strong>. Čísla hran jsou vidět v <strong>hlavním okně</strong>.</p>\n<figure data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b851c91-a374-48ef-910b-f714f94bf4ae/2_6%20Geometry.png\" data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" alt=\"\"></figure>\n<p>Protože by bodová síla umístěná přímo na hranu zhlaví pilíře lokálně porušila beton v tlaku, použijeme roznášecí desky, které zatížení rozloží rovnoměrněji. Chcete-li ji přidat, stiskněte ještě jednou tlačítko <strong>Položka modelu</strong> a v sekci <strong>Prvky pro přenos zatížení</strong> vyberte první z nich - <a data-item-id=\"1d52ff19-b6b3-5290-905a-178825f7cdc1\" href=\"\"><strong>Roznášecí&nbsp; desku</strong></a>.</p>\n<figure data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f214f09d-65b0-4caf-9a4b-42a77221348d/2_7%20Geometry.png\" data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" alt=\"\"></figure>\n<p>Změňte <strong>šířku</strong> na <strong>0,40 m</strong> a <strong>tloušťku</strong> na <strong>0,04 m</strong>, dále číslo <strong>hrany</strong> na <strong>3</strong> a posuňte její <strong>polohu X</strong> na <strong>0,45 m</strong>.</p>\n<figure data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50355c70-edcd-43fd-a8db-dea4af49c1f1/2_8%20Geometry.png\" data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" alt=\"\"></figure>\n<p>Poté <strong>zkopírujte</strong> <strong>Roznášecí desku</strong> a změňte její polohu tak, aby byla měřena <strong>Od konce</strong>.</p>\n<figure data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0eac1da7-c569-4dc1-ad01-4c005e088d98/2_9%20Geometry.png\" data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" alt=\"\"></figure>\n<h2>3 Zatížení</h2>\n<p>Zatěžovací stav se vytvoří po kliknutí na tlačítko <strong>Load Case</strong> a ve výchozím nastavení je určen pro <strong>Stálé</strong> účinky. Potřebujete dva zatěžovací stavy, abyste rozlišili stálá a proměnná zatížení, a tři kombinace, abyste pokryli jednu kombinaci MSÚ a dvě kombinace MSP (charakteristické a kvazi-stálé) pro všechny kontroly.</p>\n<figure data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/64b6b1b0-2105-4f7d-89db-9588533f35d8/3_1%20Loads.png\" data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" alt=\"\"></figure>\n<p>Upravíme automaticky přidaný zatěžovací stav <strong>LC1</strong> pro trvalé účinky. V záložce <strong>Zatěžovací impulsy</strong> klikneme na tlačítko <strong>Plus</strong> a použijeme <strong>Bodová zatížení</strong>. To se automaticky umístí na jednu z ložiskových desek.</p>\n<figure data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73eccf54-b16e-4d04-a79d-975a253174d4/3_2%20Loads.png\" data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" alt=\"\"></figure>\n<p>Nyní změníme jeho hodnotu na <strong>-2500 kN</strong>.</p>\n<figure data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e8e5a8b2-e039-4b6d-a19b-bd1ab5215a04/3_3%20Loads.png\" data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" alt=\"\"></figure>\n<p>Zkopírujte toto Bodové zatížení na druhou roznášecí desku <strong>BP2</strong>.</p>\n<figure data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee28dab2-90d2-42f3-b772-475d518de122/3_4%20Loads.png\" data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" alt=\"\"></figure>\n<p>Zkopírujte zatěžovací stav 1 a změňte typ na <strong>proměnné</strong>. Klikněte na položku Bodové zatížení a změňte sílu na <strong>-1000 kN</strong>.</p>\n<figure data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7d574c49-bd02-4af9-9011-0a3b1130d9e6/3_5%20Loads.png\" data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" alt=\"\"></figure>\n<p>Opakujte kroky pro poslední bodové zatížení.</p>\n<figure data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/20e05d97-1652-4bf4-b997-f6fcda13a155/3_6%20Loads.png\" data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" alt=\"\"></figure>\n<p>Vytvoříme první nelineární kombinaci pomocí tlačítka <strong>Combination</strong> a nastavíme ji jako mezní stav MSÚ.</p>\n<figure data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/17bb129d-f8dd-4c81-97ca-18f6fb7fecc3/3_7%20Loads.png\" data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" alt=\"\"></figure>\n<p>Zkopírujte C1 a zvolte <a data-item-id=\"64fe8853-4024-409f-9e71-8e2007782f5b\" href=\"\"><strong>MSP</strong></a><strong> charakteristiku. </strong>Kromě toho je k dispozici možnost pro posouzení kombinace na průhyb a šířku trhliny jak pro danou kombinaci, tak jednotlivě. Pro kombinaci <strong>Charakteristika</strong> zvolte Aktivní pro kontrolu <strong>průhybu</strong> podle obrázku níže.</p>\n<figure data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7e8dcb4-07a9-44ba-b7db-5dae47d39f18/3_8%20Loads.png\" data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" alt=\"\"></figure>\n<p>Nyní můžete postup zopakovat, <strong>zkopírovat</strong> C2 a pro novou C3 zvolit <strong>MSP Kvazistálá </strong>. Kombinaci <strong>Kvazistálou </strong>aktivujte pouze pro výpočet <strong>šířky trhliny</strong>.</p>\n<figure data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/49282476-6070-4ee9-a3da-8ba806c532db/3_9%20Loads.png\" data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" alt=\"\"></figure>\n<p>Nyní změňte dílčí součinitele pro všechny kombinace. To provedete tak, že v libovolné definované kombinaci kliknete na <strong>ikonu pera</strong> a změníte dílčí faktory, které vidíte na následujícím obrázku.</p>\n<figure data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/87b44d74-eede-4ef9-aab9-5b75c7ad351b/3_10%20Loads.png\" data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" alt=\"\"></figure>\n<p>Všimněte si, že výpočty se provádějí pouze pro kombinace zatěžovacích stavů, které jsou zaškrtnuté ve stromu operací, nikoli pro jednotlivé zatěžovací stavy.</p>\n<h2>4 Vyztužení</h2>\n<p>Dalším krokem je <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\"><strong>vyztužení</strong></a> modelu. Zkombinujte definici od začátku v aplikaci IDEA StatiCa s dávkovým importem výztuže ze souboru <strong>DXF</strong>. V tomto tutoriálu předpokládáme, že uživatel ví, jak vyztužit zhlaví pilíře, a předem si připravil nějakou <a data-item-id=\"a0e85d28-23e6-4006-94d6-f334c2be9b67\" href=\"\">výztuž</a> v DXF z výkresů, proto nástroje pro návrh výztuže ponecháme na jiný tutoriál.</p>\n<p>Klepněte na tlačítko <strong>Import</strong> <strong>DXF</strong> a vyberte entitu Skupina vložek.</p>\n<figure data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e51e193e-5772-4e02-9724-efe612a9955f/4_1%20Reinforcement.png\" data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupného ve zdrojových souborech) přistane dialog pro výběr. Vyberte všechny potřebné polylinie (tvar výztuže) v pořadí znázorněném na následujícím obrázku a za každou polyliinií klikněte na tlačítko <strong>Vybrat</strong> (pořadí není obecně důležité, v tomto tutoriálu chceme jen sledovat, když mluvíme o konkrétním názvu položky). Výběr ukončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7433e93f-9795-495a-a20d-9e4f2ef5f1d5/4_3%20Reinforcement.png\" data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" alt=\"\"></figure>\n<p>Soubor 2D DXF přenáší globální šířku polylinie jako průměr pro každou výztuž, ale neobsahuje informace o počtu prutů v kolmém směru a musíme je upravit ručně. Díky funkci <a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\">vícenásobné editace</a> můžeme zajistit všechny změny pro všechny entity výztuže najednou.</p>\n<p>Podržíme <strong>klávesu Ctrl</strong> a vybereme všechny importované výztuže, změníme počet vložek ve vrstvě na <strong>10 </strong>a průměr na <strong>20 mm</strong>.</p>\n<figure data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/522a97b6-22e0-4aa6-956d-ea0b8ffb70ee/4_4%20Reinforcement.png\" data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" alt=\"\"></figure>\n<p>Pro dokončení vyztužování v tomto příkladu zkombinujte import z DXF s výztuží definovanou v IDEA StatiCa Detail. V tomto případě přidejte několik vodorovných a podélných výztuží do zhlaví pilíře a několik vrstev výztuže představujících třmínky v pilíři. Klikněte na tlačítko <strong>Sestava výztuže</strong> a vyberte první položku výztuže <strong>Skupina vložek</strong>.</p>\n<figure data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3027cb33-110c-4b80-a470-01af1345750a/4_5%20Reinforcement.png\" data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" alt=\"\"></figure>\n<p>Změňte definici na možnost <strong>Na hraně obrysu nebo otvoru</strong>. Poté upravte počet vrstev, jejich vzdálenosti, průměr, počet prutů ve vrstvě, typ <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\">kotvení</a> pro oba konce a hrany podle následujícího obrázku:</p>\n<figure data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/233bba37-5214-421f-9646-9fa9cf49e2ca/4_6%20Reinforcement.png\" data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" alt=\"\"></figure>\n<p>Pomocí funkce <strong>kopírování</strong> vytvořte <strong>GB6,</strong> který bude představovat třmínky, a přepněte hranu na <strong>7</strong>. Nastavte všechny parametry podle následujícího obrázku:</p>\n<figure data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a628132-4994-469e-9917-872f31fcbc0b/4_7%20Reinforcement.png\" data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" alt=\"\"></figure>\n<p>Poslední položky výztuže představí podélnou výztuž zhlaví pilíře. Za tímto účelem <strong>přidejte novou skupinu vložek</strong>. Změňte její vlastnosti následujícím způsobem:</p>\n<figure data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a78bd3ba-73dd-4b26-98a0-692b54ad5b09/4_8%20Reinforcement.png\" data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" alt=\"\"></figure>\n<p>Naposledy použijte tlačítko <strong>Kopírovat</strong>. Změňte hodnotu hrany na <strong>8</strong>.</p>\n<figure data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62b5c0a1-9129-4b33-ae51-650f7cc3ac20/4_9%20Reinforcement.png\" data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" alt=\"\"></figure>\n<p>Po přidání a úpravě všech výztuh můžeme spustit výpočet kliknutím na tlačítko <strong>Vypočítat</strong>.</p>\n<figure data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fa95121e-d453-4304-80e6-85dda909891c/4_10%20Reinforcement.png\" data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" alt=\"\"></figure>\n<h2>5 Výpočet a kontrola</h2>\n<p>Analýzu spustíme kliknutím na tlačítko <strong>Výpočet</strong> na pásu karet. Automaticky se vygeneruje model analýzy, provedou se výpočty a zobrazí se souhrn posudků spolu s hodnotami výsledků posudků.</p>\n<figure data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7c9cdd56-cdb0-4c8b-963f-6b0dc4669234/5_1%20Check.png\" data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" alt=\"\"></figure>\n<p>Chcete-li projít podrobné kontroly jednotlivých komponent, začněte na kartě <strong>Pevnost</strong>. Zde se zobrazí konkrétní kontroly, jako je využití v napětí, hlavní napětí, deformace a mapa redukčního součinitele kc<sub>,</sub> kterou lze přepínat na pásu karet.</p>\n<figure data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c4aa00e-48cc-409e-bc79-21d28e55a786/5_2%20Check.png\" data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" alt=\"\"></figure>\n<p>Pro podrobné výsledky výztuže je třeba kliknout na řádek <strong>Výztuž</strong>. Tím se změní ikony na pásu karet a zobrazí se tabulka výsledků. Můžete si zobrazit výsledky pro přetvoření a napětí v jednotlivých prutech a jejich využití.</p>\n<figure data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aa19009c-39f5-4c08-bba0-493ac6d5a4ef/5_3%20Check.png\" data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" alt=\"\"></figure>\n<p>Všechny výsledky lze zobrazit stejným způsobem. Ukažme si rozdíl v pásu karet pro SLS kontroly <a data-item-id=\"9e7e995c-6e74-422f-af6e-88a8d7fe047f\" href=\"\">šířky trhliny</a> a průhybu. Kromě ikon pro přepínání mezi výsledky jsou v pásu karet je k dispozici nastavení pro nastavení mezní hodnoty trhlin nebo pro zobrazení výsledků průhybů z krátkodobých/dlouhodobých modelů.</p>\n<figure data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/79b005fd-2d09-4e79-a97b-d45dc3c4fbd4/5_4%20Check.png\" data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" alt=\"\"></figure>\n<figure data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bea7f38c-6c84-49f0-8502-66bfb347093e/5_5%20Check.png\" data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" alt=\"\"></figure>\n<h2>6 Zpráva</h2>\n<p>Nakonec přejděte do okna <strong>Report</strong>. IDEA StatiCa nabízí plně přizpůsobitelný report, který lze vytisknout nebo uložit v editovatelném formátu.</p>\n<figure data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e3c18c1-a97e-4301-8ee4-31b1ed278382/6_1%20Report.png\" data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" alt=\"\"></figure>\n<figure data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33137b76-efe1-4357-a046-99a24413aa88/6_2%20Report.png\" data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" alt=\"\"></figure>\n<p>Navrhli jste, optimalizovali a zkontrolovali podle Eurokódu zhlaví pilíře.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"idea_statica_tutorial___pier_cap_from_dxf_2495f70\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n630d000b_42c6_0161_3e66_e8916e9d326c\"></object>"
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                    "links": [],
                    "name": "Content",
                    "type": "rich_text",
                    "value": "<p>Jakmile je oblast diskontinuity navržena a posouzena podle normy, je čas vytvořit protokol. Není nutné vytvářet protokol ručně pomocí print-screenu obrázků, vytváření tabulek a psaní textu. Stačí použít funkci <strong>Protokol</strong> v aplikaci. Protokol si můžete nastavit podle vás - co se má zobrazit, nebo ne. Obrázky, tabulky a popisy se vytvoří automaticky. Můžete dokonce přidávat vlastní obrázky.</p>\n<h2>Základní struktura protokolu</h2>\n<p>Nejprve vyberte typ protokolu. K dispozici jsou dvě možnosti.</p>\n<ul>\n  <li>Stručný protokol</li>\n  <li>Detailní prokotol</li>\n</ul>\n<p><strong>Stručný protokol</strong> je stručným shrnutím projektu a jeho výsledků.&nbsp;</p>\n<figure data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dca0634e-daa2-4713-a210-e66c129b2af8/RC-D_07_02.png\" data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" alt=\"\"></figure>\n<p>Nebo můžete vygenerovat <strong>Detailní protokol</strong>, do kterého vložíte podrobné informace o projektu a jeho výsledcích.&nbsp;</p>\n<figure data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0adc8c89-df72-42f2-892a-5bb21702df2f/RC-D_07_03.png\" data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" alt=\"\"></figure>\n<h2>Protokol</h2>\n<p>Na začátku protokolu najdete úvod a přehled projektu jako <strong>Údaje o projektu</strong>, <strong>Souhrnné stručné výsledky</strong>, <strong>Materiály a Průřez</strong>.</p>\n<figure data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4b2c61b-408c-4478-8e79-0a696a3c097e/RC-D_07_04.png\" data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" alt=\"\"></figure>\n<h4>Uživatelský odstavec</h4>\n<p>Je možné přidat <strong>Uživatelský odstavec</strong> s dalšími informacemi - popis jednotlivých položek projektu.</p>\n<figure data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3be7695-2864-4861-8cd3-c5875c0fa1a1/RC-D_07_05.png\" data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" alt=\"\"></figure>\n<p>Jak je znázorněno na obrázku, přejděte na položku Data projektu a definujte obecnou.</p>\n<figure data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4b9bc384-9960-4877-806b-c9115a79bb6d/RC-D_07_06.png\" data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" alt=\"\"></figure>\n<p>Chcete-li nastavit Uživatelský odstavec pro jednotlivou položku projektu, přejděte do oblastí diskontinuit, vyberte oblast diskontinuity a napište odstavec.</p>\n<figure data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d038fef-417b-4923-bb84-d3fa0be95c15/RC-D_07_07.png\" data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" alt=\"\"></figure>\n<h2>Položky projektu</h2>\n<p>V aplikaci IDEA Statica Detail je možnost mít v jednom souboru více položek projektu (oblastí diskontinuity). A tedy i pro sestavu je možné vygenerovat všechny položky projektu nebo jen vybrané. Výběr se provádí na kartě Data v nastavení protokolu.</p>\n<figure data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bf14c9d8-51c3-4802-b7bd-9a648a72e8a2/RC-D_07_08.png\" data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" alt=\"\"></figure>\n<p>Projděme si nastavení jednotlivých položek projektu.&nbsp;</p>\n<h4>Geometrie</h4>\n<p>Můžete zobrazit obraz geometrie detailů nebo podoblasti a tabulku geometrie. Lze také řídit relativní šířku obrázku.</p>\n<figure data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/293bcb1f-908d-4ef6-b382-8c0e402aec3a/RC-D_07_09.png\" data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" alt=\"\"></figure>\n<p>Možná jste si všimli, že třetí tlačítko je na obrázku vypnuté. Toto tlačítko umožňuje přidávat do kapitoly uživatelsky definované obrázky prostřednictvím funkce galerie. &nbsp;</p>\n<h4>Zatížení</h4>\n<p>Je možné zobrazit obrázky nebo tabulky libovolné kombinace zatížení. Relativní šířku obrázku lze ovládat, stejně jako počet obrázků v jednom řádku. Kromě toho lze zobrazit zatěžovací stavy zahrnuté do aktivních kombinací.&nbsp;</p>\n<figure data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba9826a-22b8-4a1c-8fc0-bbdc61fa33cf/RC-D_07_10.png\" data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" alt=\"\"></figure>\n<h4>Topologická optimalizace</h4>\n<p>Tlačítko zapne zobrazení optimalizace topologie pro všechny posuzované kombinace.</p>\n<figure data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/27f8b285-4b4f-4eb9-ab4a-e4f4ca807a81/RC-D_07_11.png\" data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" alt=\"\"></figure>\n<h4>Vyztužení</h4>\n<p>Můžete povolit schéma vyztužení nebo přidat uživatelské obrázky z galerie.</p>\n<figure data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e2795dc6-1c52-4ba5-9639-58243320d583/RC-D_07_12.png\" data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" alt=\"\"></figure>\n<h4>Výsledky/Posudky</h4>\n<p>Existují tři možnosti jak zobrazit výslekdy.</p>\n<ul>\n  <li>Stručné výsledky - pouze přehledná tabulka</li>\n  <li>Vybrané výsledky</li>\n  <li>Kompletní výsledky</li>\n</ul>\n<p>První možnost je na následujícím obrázku.</p>\n<figure data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0b36353-21d9-4766-9cc8-77ffe0d0c3e1/RC-D_07_13.png\" data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" alt=\"\"></figure>\n<p>Druhá možnost umožňuje vybrat, co přesně se má zobrazit.&nbsp;</p>\n<figure data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7135f626-e3fc-4de9-ac0f-0efc70eb4602/RC-D_07_14.png\" data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\" alt=\"\"></figure>\n<p>Poslední možnost jednoduše přidá všechny výsledky do protokolu. Opět lze kontrolovat relativní šířku obrázku a navíc lze zvětšit měřítko.</p>\n<h4>Výkaz materiálu</h4>\n<p>Nakonec můžete přidat obrázek výkazu materiálu s očíslovanými položkami a tabulkami.&nbsp;</p>\n<p>Klikněte na tlačítko <strong>Výkaz materiálu</strong> v navigátoru a zkontrolujte hmotnost, počet položek, tvary a délky výztuže. Kromě toho lze z aplikace IDEA StatiCa Detail exportovat výkres rozvržení výztuže včetně tvarů výztužných prutů do souboru Dxf. Tento výkres lze dále upravovat.</p>\n<figure data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d94c8f8a-b74b-4560-8e9d-da7566dad215/RC-D_07_15.png\" data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" alt=\"\"></figure>\n<h2>Závěr pro protokol</h2>\n<p>Závěrečná část protokolu se zaměřuje na <strong>Vysvětlení použitých symbolů</strong>, <strong>Kód a nastavení výpočtu a Předpoklady výpočtu</strong>. Všechny části lze zapnout nebo vypnout.</p>\n<figure data-asset-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" data-image-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ffcf9dae-6a74-4f9d-8379-6f34dd7016d3/RC-D_07_16.png\" data-asset-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" data-image-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_0bdb135\"></object>"
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            "value": "<h4>Kompletní posouzení železobetonových stěn nebo vysokých nosníků s otvory? Žádný problém!</h4>\n<p>Cílem webináře je ukázat, jak posoudit <strong>stěnu</strong> či <strong>stěnový nosník obecného tvaru</strong> v IDEA StatiCa Detail s využitím existujícího 3D výpočtového modelu ve SCIA Engineer v řádech minut. Ukážeme si pracovní postup na příkladu bytového domu – export geometrie, vytvoření dílčího modelu, aplikace zatížení, návrh výztuže a finální posudek - jak na <strong>mezní stavy únosnosti, tak použitelnosti</strong>.</p>\n<p>Vyzkoušejte si to na vlastní kůži – získejte <a data-item-id=\"c9179b55-bed2-4f30-b430-d7edb80d2a36\" href=\"\">bezplatnou zkušební verzi</a> a postupujte podle návodu <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Železobetonová stěna</a> krok za krokem Betonová zeď.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>Komplexní řešení pro betonové detaily a konstrukční dílce</h4>\n<p>Běžné 3D MKP programy uvažují lineární chování betonu. Možnosti návrhu výztuže jsou omezené, a to zejména s&nbsp;ohledem na posouzení <strong>mezního stavu použitelnosti</strong>, což může vést k&nbsp;rozvoji nadměrných <strong>trhlin</strong>. To vše pokrývá aplikace IDEA StatiCa Detail založená na <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">metodě CSFM</a>. Nyní mohou všichni&nbsp;inženýři a inženýrky efektivně navrhnout a posoudit stěny či vysoké nosníky jakéhokoliv tvaru.</p>\n<p>Pokud byste se rádi viděli více z aplikace IDEA StatiCa Detail v akci, máme pro vás záznam dalších dvou webinářů:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">Jak jednoduše navrhnout předpjatý vazník s otvory?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Stěna - Ružomberok (Slovensko)</a></li>\n</ul>\n<p>Nebo si projděte naše Centrum podpory, kde najdete<a href=\"https://www.ideastatica.com/cz/podpora-tutorialy?product=concrete&amp;label=detail\"> návody</a> nebo <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">teoretické základy</a> k programu.</p>\n<p><br></p>\n<h3>Záznam webináře</h3>"
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    "value": "<p>The Compatible Stress Field Method is compliant with modern design codes. As the calculation models only use standard material properties, the partial safety factor format prescribed in the design codes can be applied without any adaptation. In this way, the input loads are factored, and the characteristic material properties are reduced using the respective stress reduction factors, exactly as in conventional concrete analysis.</p>\n<p>Values of <strong>stress reduction factors</strong> are prescribed in AUS 3600 Cl. 2.2.3. The default values for concrete and reinforcement are set according to Table 2.2.3</p>\n<figure data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d32796c-ae70-42fb-a3d3-4542e785f5b1/Stress%20reduction%20factors_AUS.png\" data-asset-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" data-image-id=\"61735d28-361b-4275-b2d7-9ca00e01ebcf\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 50\\qquad The setting of stress reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Load factors</strong> for Strength combinations shall be defined according to AS 3600 Cl. 4.2.2. Load factors for Serviceability combinations shall be determined according to Table 4.1. For all templates, load factors are already predefined.</p>\n<figure data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/887ee546-c598-41fd-b494-c43ccbc55194/Load%20factors%20AUS.png\" data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 51\\qquad The setting of&nbsp;load factors in Idea StatiCa Detail.}}}\\]</em></p>"
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                        "description": "Fig. 24\tCrack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with local non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar for non-stabilized cracking.",
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                    "value": "<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"Fig. 24\tCrack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with local non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar for non-stabilized cracking.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 20 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 20. A crack kinematic without slip (pure crack opening) is considered (Fig. 20a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 20b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>Please note, that the program displays values of θ<em><sub>r</sub></em> and θ<em><sub>b</sub></em> &lt; <em>π/2</em>. It means that the previous equation works for cases, where the reinforcement and crack go through the different quadrants of the Cartesian coordinate system as shown in Fig. 20, where reinforcement goes through I. and III. quadrants and crack through II and IV. For cases where the reinforcement and crack go through the same quadrants, the equation has to be modified as follows:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(-θ_r + θ_b + \\frac{π}{2}\\right)}\\]</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 20c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 21).</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"Fig. 25\tDefinition of the region at concave corners in which the crack width is computed as if it were non-stabilized.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>\n<h4>Tension stiffening</h4>\n<p>The implementation of tension stiffening distinguishes between cases of stabilized and non-stabilized crack patterns. In both cases, the concrete is considered fully cracked before loading by default.</p>\n<figure data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/80e8fffe-3c98-4677-af35-7c2ce025e0bb/Tension%20stiffening%20model.PNG\" data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" alt=\"Fig. 3\tTension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear, steel and concrete stresses, and steel strains between cracks, considering average crack spacing (λ=0.67); (b) pull-out assumption for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel; (d) detail of the initial branches of the tension chord response.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Tension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear,}}}\\) </em>\\( \\textsf{\\textit{\\footnotesize{steel and concrete stresses, and steel strains between cracks, considering average crack spacing); (b) pull-out assumption}}}\\) \\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting}}}\\) \\( \\textsf{\\textit{\\footnotesize{tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(d) detail of the initial branches of the tension chord response.}}}\\)</p>\n<p><br></p>\n<p><strong>Stabilized cracking</strong></p>\n<p>In fully developed crack patterns, tension stiffening is introduced using the Tension Chord Model (TCM) (Marti et al. 1998; Alvarez 1998)&nbsp;– Fig. 22a – which has been shown to yield excellent response predictions in spite of its simplicity (Burns 2012). The TCM assumes a stepped, rigid-perfectly plastic bond shear stress-slip relationship with τ<em><sub>b&nbsp;</sub></em>=&nbsp;τ<em><sub>b</sub></em><sub>0</sub>&nbsp;=2&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s</sub></em>&nbsp;≤&nbsp;<em>f</em><em><sub>y</sub></em> and τ<em><sub>b</sub></em>&nbsp;=τ<em><sub>b</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s&nbsp;</sub></em>&gt;&nbsp;<em>f</em><em><sub>y</sub></em>. Treating every reinforcing bar as a tension chord ­– Fig. 22b and Fig. 22a – the distribution of bond shear, steel, and concrete stresses and hence the strain distribution between two cracks can be determined for any given value of the maximum steel stresses (or strains) at the cracks.</p>\n<p>For <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;<em>s</em><em><sub>r</sub></em><sub>0</sub>, a new crack may or may not form because at the center between two cracks σ<em><sub>c</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ct</sub></em>. Consequently, the crack spacing may vary by a factor of two, i.e., <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;λ<em>s</em><em><sub>r</sub></em><sub>0</sub>, with l&nbsp;=&nbsp;0.5…1.0. Assuming a certain value for λ, the average strain of the chord (ε<em><sub>m</sub></em>) can be expressed as a function of the maximum reinforcement stresses (i.e., stresses at the cracks, σ<em><sub>sr</sub></em>). For the idealized bilinear stress-strain diagram for the reinforcing bare bars considered by default in the CSFM, the following closed-form analytical expressions are obtained (Marti et al. 1998):</p>\n<p>\\[\\varepsilon_m = \\frac{\\sigma_{sr}}{E_s} - \\frac{\\tau_{b0}s_r}{E_s Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\sigma_{sr} \\le f_y\\]</p>\n<p><br></p>\n<p>\\[{\\varepsilon_m} = \\frac{{{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}^2}Ø}}{{4{E_{sh}}{\\tau _{b1}}{s_r}}}\\left( {1 - \\frac{{{E_{sh}}{\\tau_{b0}}}}{{{E_s}{\\tau_{b1}}}}} \\right) + \\frac{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}}{{{E_s}}}\\frac{{{\\tau_{b0}}}}{{{\\tau_{b1}}}} + \\left( {{\\varepsilon_y} - \\frac{{{\\tau_{b0}}{s_r}}}{{{E_s}Ø}}} \\right)\\]</p>\n<p><em>\\[\\textrm{for}\\qquad\\qquad{f_y} \\le {\\sigma _{sr}} \\le \\left( {{f_y} + \\frac{{2{\\tau _{b1}}{s_r}}}{Ø}} \\right)\\]</em></p>\n<p><br></p>\n<p>\\[ \\varepsilon_m = \\frac{f_s}{E_s} + \\frac{\\sigma_{sr}-f_y}{E_{sh}} - \\frac{\\tau_{b1} s_r}{E_{sh} Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\left(f_y + \\frac{2\\tau_{b1}s_r}{Ø}\\right) \\le \\sigma_{sr} \\le f_t\\]</p>\n<p>where:<br>\n <em>E</em><em><sub>sh</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp; &nbsp;the steel hardening modulus <em>E</em><em><sub>sh</sub></em>&nbsp;=&nbsp;(<em>f</em><em><sub>t</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>)/(ε<em><sub>u</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;/<em>E</em><em><sub>s</sub></em>)&nbsp;,</p>\n<p><em>E</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of reinforcement,</p>\n<p><em>Ø</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; reinforcing bar diameter,</p>\n<p>s<em><sub>r</sub></em><em><sup>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sup></em>crack spacing,</p>\n<p>σ<em><sub>sr</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>reinforcement stresses at the cracks,</p>\n<p>σ<em><sub>s</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>actual reinforcement stresses,</p>\n<p><em>f</em><em><sub>y&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</sub></em>yield strength of reinforcement.</p>\n<p><br></p>\n<p>The Idea StatiCa Detail implementation of the CSFM considers average crack spacing by default when performing computer-aided stress field analysis. The average crack spacing is considered to be 2/3 of the maximum crack spacing (λ&nbsp;=&nbsp;0.67), which follows recommendations made on the basis of bending and tension tests (Broms 1965; Beeby 1979; Meier 1983). It should be noted that calculations of crack widths consider a maximum crack spacing (λ&nbsp;=&nbsp;1.0) in order to obtain conservative values.</p>\n<p>The application of the TCM depends on the reinforcement ratio, and hence the assignment of an appropriate concrete area acting in tension between the cracks to each reinforcing bar is crucial. An automatic numerical procedure has been developed to define the corresponding effective reinforcement ratio (ρ<em><sub>eff</sub></em><em> = A</em><em><sub>s</sub></em><em>/A</em><em><sub>c,eff</sub></em>) for any configuration, including skewed reinforcement (Fig. 23).</p>\n<figure data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c0d58ae-1639-4b2a-a99c-a5e274a318ac/Effective%20area%20of%20concrete.png\" data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" alt=\"Fig. 4\tEffective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated; (b) cover and global symmetry condition; (c) resultant effective area.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Effective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(b) cover and global symmetry condition; (c) resultant effective area.}}}\\)</em></p>\n<p><br></p>\n<p><strong>Non-stabilized cracking</strong></p>\n<p>Cracks existing in regions with geometric reinforcement ratios lower than ρ<em><sub>cr</sub></em>, i.e., the minimum reinforcement amount for which the reinforcement is able to carry the cracking load without yielding, are generated by either non-mechanical actions (e.g. shrinkage) or the progression of cracks controlled by other reinforcement. The value of this minimum reinforcement is obtained as follows:</p>\n<p>\\[{\\rho _{cr}} = \\frac{{{f_{ct}}}}{{{f_y} - \\left( {n - 1} \\right){f_{ct}}}}\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>y</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;reinforcement yield strength,</p>\n<p><em>f</em><em><sub>ct</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;concrete tensile strength,</p>\n<p><em>n</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modular ratio, <em>n</em>&nbsp;=&nbsp;<em>E</em><em><sub>s</sub></em>&nbsp;/&nbsp;<em>E</em><em><sub>c</sub></em>&nbsp;.</p>\n<p>For conventional concrete and reinforcing steel, ρ<em><sub>cr</sub></em> amounts to approximately 0.6%.</p>\n<p>For stirrups with reinforcement ratios below ρ<em><sub>cr</sub></em>, cracking is considered to be non-stabilized and tension stiffening is implemented by means of the Pull-Out Model (POM) described in Fig. 22b. This model analyzes the behavior of a single crack considering no mechanical interaction between separate cracks, neglecting the deformability of concrete in tension and assuming the same stepped, rigid-perfectly plastic bond shear stress-slip relationship used by the TCM. This allows the reinforcement strain distribution (ε<em><sub>s</sub></em>) in the vicinity of the crack to be obtained for any maximum steel stress at the crack (σ<em><sub>sr</sub></em>) directly from equilibrium. Given the fact that the crack spacing is unknown for a non-fully developed crack pattern, the average strain (ε<em><sub>m</sub></em>) is computed for any load level over the distance between points with zero slip when the reinforcing bar reaches its tensile strength (<em>f</em><em><sub>t</sub></em>) at the crack (<em>l</em><sub>ε,</sub><em><sub>avg</sub></em> in Fig. 22b), leading to the following relationships:</p>\n<figure data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/43adc17b-b9e9-4a81-ab9f-ff4c13297b34/Equation%201.2.4.2.PNG\" data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" alt=\"\"></figure>\n<p>The proposed models allow the computation of the behavior of bonded reinforcement, which is finally considered in the analysis. This behavior (including tension stiffening) for the most common European reinforcing steel (B500B, with <em>f</em><em><sub>t</sub></em>&nbsp;/&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;=&nbsp;1.08 and ε<em><sub>u</sub></em>&nbsp;=&nbsp;5%) is illustrated in Fig. 22c-d.</p>"
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                                "description": "Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.",
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                            "value": "<p>The CSFM considers continuous stress fields in the concrete (2D finite elements), complemented by discrete “rod” elements representing the reinforcement (1D finite elements). Therefore, the reinforcement is not diffusely embedded into the concrete 2D finite elements but explicitly modeled and connected to them. A plane stress state is considered in the calculation model.</p>\n<figure data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3f70008c-0c34-4dbe-8219-4d8aa7079bb5/Visualization%20of%20the%20calculation%20model.png\" data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" alt=\"Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Both entire <a data-item-id=\"a11adc2d-9c84-4667-8061-600660e1ad87\" href=\"\">walls</a> and beams, as well as details (parts) of beams (isolated discontinuity region, also called trimmed end), can be modeled. In the case of walls and entire beams, supports must be defined in such a way that an (externally) isostatic (statically determinate) or hyperstatic (statically indeterminate) structure results. The load transfer at the trimmed ends of beams is introduced by means of a special Saint-Venant transfer zone, which ensures a realistic stress distribution in the analyzed detail region.</p>"
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                                "description": "Fig. 15\tFinite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.",
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                                "description": "Fig. 19\t Model for the reduction of the anchorage length:  (a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship. ",
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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 connected to each other using multi-point constraints (MPC elements). This allows the reinforcement to occupy an arbitrary, relative position in relation to the concrete. If anchorage length verification is to be calculated, bond and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/511cc4d5-618a-4542-ac53-52a29549070f/Finite%20element%20model.png\" data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" alt=\"Fig. 15\tFinite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.}}}\\]</em></p>\n<h3>Concrete</h3>\n<p>Concrete is modeled using quadrilateral and trilateral shell elements, CQUAD4 and CTRIA3. These can be defined by four or three nodes, respectively. Only plane stress is assumed to exist in these elements, i.e., stresses or strains in the z-direction are not considered.</p>\n<p>Each element has four or three integration points which are placed at approximately 1/4 of its size. At each integration point in every element, the directions of principal strains α<sub>1</sub>, α<sub>2</sub> are calculated. In both of these directions, the principal stresses σ<em><sub>c</sub></em><sub>1</sub>, σ<em><sub>c</sub></em><sub>2</sub> and stiffnesses <em>E</em><sub>1</sub>, <em>E</em><sub>2</sub> are evaluated according to the specified concrete stress-strain diagram, as per Fig. 2. It should be noted that the impact of the compression softening effect couples the behavior of the main compressive direction to the actual state of the other principal direction.</p>\n<h3>Reinforcement</h3>\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 which 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<h3>Bond elements</h3>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (2D) and reinforcing bar elements (1D) in the finite element model. To this end, a “bond” finite element type was developed.</p>\n<p>The definition of the bond element is similar to that of a shell element (CQUAD4). It is also defined by 4 nodes, but in contrast to a shell, it only has a non-zero stiffness in shear between the two upper and two lower nodes. In the model, the upper nodes are connected to the elements representing reinforcement and the lower nodes to those representing concrete. 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><sub>u</sub></em>, see Fig. 14.</p>\n<figure data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1cc20fd2-92d7-42dc-ac17-24f318cbd45c/Bond.PNG\" data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" alt=\"Fig. 16 \t(a) conceptual illustration of the deformation of a bond element, (b) a stress-deformation function. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad (a) conceptual illustration of the deformation of a bond element; (b) a stress-deformation function.}}}\\]</em></p>\n<p><br></p>\n<p>The elastic stiffness modulus of the bond-slip relationship, <em>G</em><em><sub>b</sub></em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p>where:</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default <em>k</em><em><sub>g</sub></em><sub> </sub>= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as <em>E</em><em><sub>cm</sub></em> in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress, <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>G</em><em><sub>b</sub></em>/10<sup>5</sup>.</p>\n<h3>Anchorage spring</h3>\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>l</em><em><sub>b</sub></em>) is then calculated as follows:</p>\n<p>\\[l_b = \\left(1 - \\beta\\right)l_{b,net}\\]</p>\n<p>The intended reduction in <em>l</em><em><sub>b,net</sub></em> is equivalent to the activation of the reinforcing bar at its end at a percentage of its maximum capacity given by the anchorage reduction coefficient, as shown in Fig. 15a.</p>\n<figure data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/748b5346-4251-4154-b923-919c94d0c6d0/Model%20for%20the%20reduction%20of%20the%20anchorage%20length.PNG\" data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" alt=\"Fig. 19\t Model for the reduction of the anchorage length:  (a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad &nbsp;Model for the reduction of the anchorage length:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship.}}}\\]</em></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. 15), which is defined by the constitutive model shown in Fig. 15b. The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type,</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar,</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement.</p>"
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                            "value": "<p>Při výpočtu výsledků MSP se bere v úvahu pouze pružné chování betonu. Jinými slovy, pro beton se uvažuje nekonečný lineární diagram napětí a deformace. Při kontrole MSP lze zobrazit dlouhodobé nebo krátkodobé účinky. Jaký je rozdíl mezi těmito dvěma účinky? Přečtěte si článek níže (odstavec Beton MSP), kde se dozvíte více.</p>\n<ul>\n  <li><a data-item-id=\"1838439f-0398-4754-b0c9-6f627127a407\" href=\"\">Materiálový model (EN)</a></li>\n</ul>\n<h2>Napětí</h2>\n<p>Existují dvě možnosti zobrazení výsledků pro beton a výztuž:&nbsp;</p>\n<ul>\n  <li>poměr napětí a mezního napětí&nbsp;</li>\n  <li>samotné napětí&nbsp;</li>\n</ul>\n<p>Napětí se vypočítají pro <strong>charakteristické</strong> a<strong> kvazistálé</strong> kombinace zatížení.</p>\n<h4>Poměr napětí a limitního napětí</h4>\n<p>Výsledky jsou jasné na první pohled: Zelená barva znamená využití do 90 %, oranžová 90-100 % využití a červená nad 100 %.</p>\n<p>O tom, jak se mezní hodnota určuje, se dočtete v následujícím článku.</p>\n<ul>\n  <li><a data-item-id=\"70b033ed-8364-4692-a84d-8eda80f00dce\" href=\"\">Mezní stav použitelnosti</a></li>\n</ul>\n<figure data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d12601c9-32a1-408f-9b41-e031d5b6fc45/RC-D_06_20.png\" data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" alt=\"\"></figure>\n<figure data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45cd98c6-57b5-4373-a001-6e5c3ed8f5b8/RC-D_06_21.png.png\" data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" alt=\"\"></figure>\n<h4>Napětí</h4>\n<p>Způsob zobrazení je podobný výsledkům MSÚ (v tomto případě je napětí z výpočtu s pružným chováním betonu). Lze zobrazit rozložení napětí v betonu σ<sub>c</sub> pro aplikovanou část zatížení. Známé také jako hlavní napětí σ<sub>2</sub>.</p>\n<figure data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6f65c964-8c56-4aac-a14c-4307bfde6a8d/RC-D_06_22.png\" data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\" alt=\"\"></figure>\n<figure data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16c8bb7b-6bc7-4b9a-b27f-cf1075f7715a/RC-D_06_23.png\" data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" alt=\"\"></figure>\n<h2>Trhliny</h2>\n<p>V této části se seznámíte se všemi čtyřmi možnostmi zobrazení výsledků kontroly trhlin. Přečtěte si další články, kde se dozvíte více o výpočtu.</p>\n<ul>\n  <li><a data-item-id=\"2ebdaf9c-827f-4fd6-9f82-28bc96970a64\" href=\"\">Hlavní předpoklady a limity CSFM</a></li>\n  <li><a data-item-id=\"b42f7f51-b2ee-464e-bfeb-5170776cbd10\" href=\"\">Konstrukční ověření prvků v IDEA StatiCa Detail</a></li>\n</ul>\n<p>Trhliny se počítají pouze pro kombinace <strong>kvazistálého</strong> zatížení.</p>\n<h4>Poměr šířky trhliny a limitní šířky trhliny</h4>\n<p>Mezní hodnotu w<sub>lim</sub> lze nastavit na horním pásu karet. Standardně je podle Eurokódu nastavena hodnota w<sub>lim</sub> = 0,3 mm. Výsledky jsou opět barevně odlišeny (zelená/oranžová/červená), aby byla kontrola zřejmá na první pohled.</p>\n<figure data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fa5bdd1-ec85-4575-9e0f-6d26ce70c206/RC-D_06_24.png\" data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" alt=\"\"></figure>\n<h4>Šířka trhliny&nbsp;</h4>\n<p>Tato funkce slouží k zobrazení šířky trhliny pro každý jednotlivý prvek výztuže.&nbsp;</p>\n<figure data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97bc905a-76c9-4b12-abe1-3a93c71cdf2b/RC-D_06_25.png\" data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" alt=\"\"></figure>\n<h4>Vzdálenost mezi trhlinami</h4>\n<p>Viz odkazy na začátku stránky. Článek vysvětluje metodu výpočtu vzdálenosti mezi stabilizovanými trhlinami.</p>\n<figure data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcb4dbbc-29b3-48bb-a1f1-72cdb456b0b6/RC-D_06_26.png\" data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" alt=\"\"></figure>\n<p>Prezentace vzdálenosti trhlin je pouze schematická. Nezobrazuje vzdálenost trhlin vypočtenou pro výpočet.</p>\n<h4>Nevyztužená oblast</h4>\n<p>Šířka trhliny se kontroluje pouze v blízkosti výztuže. Kontrola trhlin se neprovádí v nevyztužených zónách.</p>\n<p>Tento výsledek jednoduše ukazuje nevyztužené oblasti, kde se pravděpodobně objeví trhliny. Doporučuje se navrhnout zesílení těchto oblastí.</p>\n<figure data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f60ea99-7197-4ee8-865e-2e282fdf60ef/RC-D_06_27.png\" data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\" alt=\"\"></figure>\n<h2>Průhyby</h2>\n<p>See the options below:</p>\n<ul>\n  <li><em>u</em><em><sub>z,st</sub></em> - <strong>Okamžitý průhyb</strong> způsobený celkovým zatížením - vypočtený <strong>s krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,lt</sub></em> -<strong>Dlouhodobý průhyb</strong> způsobený dlouhodobým zatížením (trvalý a předpínací typ zatížení) - vypočtený s <strong>dlouhodobými tuhostmi Ec,eff</strong>. Jinými slovy, jsou zahrnuty součinitele dotvarování.</li>\n  <li><em>Δu</em><em><sub>z</sub></em> - <strong>Přírůstek průhybu</strong> způsobený krátkodobým zatížením (proměnný typ zatížení) - vypočtený s <strong>krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> = u</em><em><sub>z,lt</sub></em><em>&nbsp;+ Δu</em><em><sub>z</sub></em><sub>&nbsp;</sub></li>\n</ul>\n<p>Průhyby se počítají pouze pro <strong>charakteristické</strong> kombinace zatížení.</p>\n<figure data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/815bac57-2809-4383-b0cc-abfa3349b443/RC-D_06_29.png\" data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" alt=\"\"></figure>\n<p>Kromě tabulkových hodnot v části Data můžete zobrazit deformovaný tvar. Můžete také upravit měřítko deformace.</p>\n<p>Kromě zobrazení deformací je také možné provést <strong>kontrolu průhybu</strong>. Můžete si vybrat mezi dvěma kontrolami - <strong>přírůstkovou</strong> a <strong>celkovou</strong>.</p>\n<ul>\n  <li><em>Δu</em><em><sub>z</sub></em><em> / Δu</em><em><sub>z,lim</sub></em> - Přírůstek</li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> / Δu</em><em><sub>z,lim</sub></em>&nbsp;- Celkový</li>\n</ul>\n<p><em>Δu</em><em><sub>z,lim</sub></em> a <em>Δu</em><em><sub>z,lim</sub></em> lze ručně nastavit v kontrolním panelu Průhyby na horní liště.</p>\n<figure data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9efce2e8-54f2-4fe3-8fcb-700d0bc1bd32/RC-D_06_30.png\" data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" alt=\"\"></figure>\n<p>Kontrola průhybu není povolena pro oříznuté konce.&nbsp;&nbsp;</p>\n<h2>Praktický příklad</h2>\n<p>Praktický příklad zobrazení výsledků najdete ve videu z dřívějšího webináře. Vzhledem k tomu, že máme k dispozici dva identické modely, které se liší způsobem použití, můžeme zkontrolovat a porovnat výsledky u obou.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_0bdb135\"></object>"
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            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 19)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"Fig. 23\tMesh multiplier.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 19).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___crack_width_calcul\"></object>"
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                    "value": "<p>The design and assessment of concrete elements are normally performed at the sectional (1D-element) or point (2D-element) level. This procedure is described in all standards for structural design, e.g., in (EN 1992-1-1), and it is used in everyday structural engineering practice. However, it is not always known or respected that the procedure is only acceptable in areas where Bernoulli-Navier hypothesis of plane strain distribution applies (referred to as B-regions). The places where this hypothesis does not apply are called discontinuity or disturbed regions (D-Regions). Examples of B and D regions of 1D-elements are given in (Fig. 1). These are, e.g., bearing areas, parts where concentrated loads are applied, locations where an abrupt change in the cross-section occurs, openings, etc. When designing concrete structures, we meet a lot of other D-Regions such as walls, bridge diaphragms, corbels, etc.&nbsp;</p>\n<figure data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc96c2fd-25aa-43fd-b6d5-556b5242b9cf/Discontinuity%20regions.png\" data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Discontinuity regions (Navrátil et al. 2017)}}}\\]</em></p>\n<p>In the past, semi-empirical design rules were used for dimensioning discontinuity regions. Fortunately, these rules have been largely superseded over the past decades by strut-and-tie models (Schlaich et al., 1987) and stress fields (Marti 1985), which are featured in current design codes and frequently used by designers today. These models are mechanically consistent and powerful tools. Note that stress fields can generally be continuous or discontinuous and that strut-and-tie models are a special case of discontinuous stress fields.</p>\n<p>Despite the evolution of computational tools over the past decades, Strut-and-Tie models are essentially still used as hand calculations. Their application for real-world structures is tedious and time-consuming since iterations are required, and several load cases need to be considered. Furthermore, this method is not suitable for verifying serviceability criteria (deformations, crack widths, etc.).</p>\n<p>The interest of structural engineers in a reliable and fast tool to design D-regions led to the decision to develop the new Compatible Stress Field Method, a method for computer-aided stress field design that allows the automatic design and assessment of structural concrete members subjected to in-plane loading.</p>\n<p>The Compatible Stress Field Method is a continuous FE-based stress field analysis method in which classic stress field solutions are complemented with kinematic considerations, i.e., the state of strain is evaluated throughout the structure. Hence, the effective compressive strength of concrete can be automatically computed based on the state of transverse strain in a similar manner as in compression field analyses that account for compression softening&nbsp; (Vecchio and Collins 1986; Kaufmann and Marti 1998) and the EPSF method (Fernández Ruiz and Muttoni 2007). Moreover, the CSFM considers tension stiffening, providing realistic stiffnesses to the elements, and covers all design code prescriptions (including serviceability and deformation capacity aspects) not consistently addressed by previous approaches. The CSFM uses common uniaxial constitutive laws provided by design standards for concrete and reinforcement. These are known at the design stage, which allows the partial safety factor method to be used. Hence, designers do not have to provide additional, often arbitrary material properties as are typically required for non-linear FE-analyses, making the method perfectly suitable for engineering practice.</p>\n<p>To foster the use of computer-aided stress fields by structural engineers, these methods should be implemented in user-friendly software environments. To this end, the CSFM has been implemented in <em>IDEA StatiCa Detail</em>; a new user-friendly commercial software developed jointly by ETH Zurich and the software company IDEA StatiCa in the framework of the DR-Design Eurostars-10571 project.</p>"
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                    "value": "<h2>1 Nový projekt</h2>\n<p>Spusťme <strong>IDEA StatiCa </strong>(<a data-item-id=\"0dff6482-3e17-4ca2-bb66-b4abc6a8dde4\" href=\"\">stáhněte si nejnovější verzi</a>) a vyberte aplikaci <strong>Detail</strong>. Nový projekt založíme kliknutím na 2D Detail se sekcí Obecné zadání, vybereme správnou třídu betonu a krytí. Nastavení dokončíme kliknutím na tlačítko <strong>Vytvořit</strong>.</p>\n<figure data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fe21d78b-0647-4837-8b89-24e8ce24ca29/1_1%20New%20project.png\" data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" alt=\"\"></figure>\n<figure data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97919dd3-c3af-412c-a7c6-7f236eab183d/1_2%20New%20project.png\" data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" alt=\"\"></figure>\n<p>Tím se načte prázdný projekt, ve kterém začneme od nuly.</p>\n<h2>2 Geometrie</h2>\n<p>Začněte přidáním prvku stěny pomocí tlačítka <strong>Import</strong> <strong>DXF</strong>.</p>\n<figure data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6778c05d-0b68-4c71-9e34-a83db2822936/2_1%20Geometry.png\" data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupný ve zdrojových souborech) přistane dialogové okno pro výběr. Vyberte část obrysu zhlaví pilíře (pokud jste v DXF použili čáry, pokračujte tlačítkem Consecutive) a klikněte na <strong>Obrys</strong>. Výběr dokončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7ac3717-3e8a-4d71-bef7-53a90dbb06db/2_2%20Geometry.png\" data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\" alt=\"\"></figure>\n<p>Poté <strong>importujte</strong> horní část uzávěru mola ze stejného souboru DXF.</p>\n<figure data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f79bfee-8f3e-40d2-b06e-9b5f370ed524/2_3%20Geometry.png\" data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" alt=\"\"></figure>\n<p>Tvary prvků stěny byly vygenerovány pomocí DXF, ale ve 2D referenci DXF chybí informace o tloušťce, proto je nyní musíte upravit ručně. Nastavte hodnotu <strong>Tloušťka</strong> pro prvky <strong>W1</strong> i <strong>W2</strong> na <strong>1,20 m</strong>.</p>\n<figure data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56914c67-b574-4458-9c75-6300515250cc/2_4%20Geometry.png\" data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" alt=\"\"></figure>\n<p>V tuto chvíli je naše konstrukce staticky přeurčitá, je třeba přidat okrajové podmínky. Chcete-li vytvořit <a data-item-id=\"5a121972-f384-4f14-8788-9da298e1aae1\" href=\"\"><strong>liniovou podporu</strong></a>, klikněte na tlačítko <strong>Položka modelu</strong> a vyberte třetí typ v sekci <strong>Podpory</strong>.</p>\n<figure data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/902146d1-35d7-494d-ad33-0c533d6371d8/2_5%20Geometry.png\" data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" alt=\"\"></figure>\n<p>Podporu <strong>omezíme</strong> ve směrech <strong>X</strong>, <strong>Z</strong> a <strong>Ry</strong> a změníme číslo <strong>hrany</strong> na <strong>7</strong>. Vypněte také funkci <strong>Pouze tlak</strong>. Čísla hran jsou vidět v <strong>hlavním okně</strong>.</p>\n<figure data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b851c91-a374-48ef-910b-f714f94bf4ae/2_6%20Geometry.png\" data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" alt=\"\"></figure>\n<p>Protože by bodová síla umístěná přímo na hranu zhlaví pilíře lokálně porušila beton v tlaku, použijeme roznášecí desky, které zatížení rozloží rovnoměrněji. Chcete-li ji přidat, stiskněte ještě jednou tlačítko <strong>Položka modelu</strong> a v sekci <strong>Prvky pro přenos zatížení</strong> vyberte první z nich - <a data-item-id=\"1d52ff19-b6b3-5290-905a-178825f7cdc1\" href=\"\"><strong>Roznášecí&nbsp; desku</strong></a>.</p>\n<figure data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f214f09d-65b0-4caf-9a4b-42a77221348d/2_7%20Geometry.png\" data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" alt=\"\"></figure>\n<p>Změňte <strong>šířku</strong> na <strong>0,40 m</strong> a <strong>tloušťku</strong> na <strong>0,04 m</strong>, dále číslo <strong>hrany</strong> na <strong>3</strong> a posuňte její <strong>polohu X</strong> na <strong>0,45 m</strong>.</p>\n<figure data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50355c70-edcd-43fd-a8db-dea4af49c1f1/2_8%20Geometry.png\" data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" alt=\"\"></figure>\n<p>Poté <strong>zkopírujte</strong> <strong>Roznášecí desku</strong> a změňte její polohu tak, aby byla měřena <strong>Od konce</strong>.</p>\n<figure data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0eac1da7-c569-4dc1-ad01-4c005e088d98/2_9%20Geometry.png\" data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" alt=\"\"></figure>\n<h2>3 Zatížení</h2>\n<p>Zatěžovací stav se vytvoří po kliknutí na tlačítko <strong>Load Case</strong> a ve výchozím nastavení je určen pro <strong>Stálé</strong> účinky. Potřebujete dva zatěžovací stavy, abyste rozlišili stálá a proměnná zatížení, a tři kombinace, abyste pokryli jednu kombinaci MSÚ a dvě kombinace MSP (charakteristické a kvazi-stálé) pro všechny kontroly.</p>\n<figure data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/64b6b1b0-2105-4f7d-89db-9588533f35d8/3_1%20Loads.png\" data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" alt=\"\"></figure>\n<p>Upravíme automaticky přidaný zatěžovací stav <strong>LC1</strong> pro trvalé účinky. V záložce <strong>Zatěžovací impulsy</strong> klikneme na tlačítko <strong>Plus</strong> a použijeme <strong>Bodová zatížení</strong>. To se automaticky umístí na jednu z ložiskových desek.</p>\n<figure data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73eccf54-b16e-4d04-a79d-975a253174d4/3_2%20Loads.png\" data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" alt=\"\"></figure>\n<p>Nyní změníme jeho hodnotu na <strong>-2500 kN</strong>.</p>\n<figure data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e8e5a8b2-e039-4b6d-a19b-bd1ab5215a04/3_3%20Loads.png\" data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" alt=\"\"></figure>\n<p>Zkopírujte toto Bodové zatížení na druhou roznášecí desku <strong>BP2</strong>.</p>\n<figure data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee28dab2-90d2-42f3-b772-475d518de122/3_4%20Loads.png\" data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" alt=\"\"></figure>\n<p>Zkopírujte zatěžovací stav 1 a změňte typ na <strong>proměnné</strong>. Klikněte na položku Bodové zatížení a změňte sílu na <strong>-1000 kN</strong>.</p>\n<figure data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7d574c49-bd02-4af9-9011-0a3b1130d9e6/3_5%20Loads.png\" data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" alt=\"\"></figure>\n<p>Opakujte kroky pro poslední bodové zatížení.</p>\n<figure data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/20e05d97-1652-4bf4-b997-f6fcda13a155/3_6%20Loads.png\" data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" alt=\"\"></figure>\n<p>Vytvoříme první nelineární kombinaci pomocí tlačítka <strong>Combination</strong> a nastavíme ji jako mezní stav MSÚ.</p>\n<figure data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/17bb129d-f8dd-4c81-97ca-18f6fb7fecc3/3_7%20Loads.png\" data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" alt=\"\"></figure>\n<p>Zkopírujte C1 a zvolte <a data-item-id=\"64fe8853-4024-409f-9e71-8e2007782f5b\" href=\"\"><strong>MSP</strong></a><strong> charakteristiku. </strong>Kromě toho je k dispozici možnost pro posouzení kombinace na průhyb a šířku trhliny jak pro danou kombinaci, tak jednotlivě. Pro kombinaci <strong>Charakteristika</strong> zvolte Aktivní pro kontrolu <strong>průhybu</strong> podle obrázku níže.</p>\n<figure data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7e8dcb4-07a9-44ba-b7db-5dae47d39f18/3_8%20Loads.png\" data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" alt=\"\"></figure>\n<p>Nyní můžete postup zopakovat, <strong>zkopírovat</strong> C2 a pro novou C3 zvolit <strong>MSP Kvazistálá </strong>. Kombinaci <strong>Kvazistálou </strong>aktivujte pouze pro výpočet <strong>šířky trhliny</strong>.</p>\n<figure data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/49282476-6070-4ee9-a3da-8ba806c532db/3_9%20Loads.png\" data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" alt=\"\"></figure>\n<p>Nyní změňte dílčí součinitele pro všechny kombinace. To provedete tak, že v libovolné definované kombinaci kliknete na <strong>ikonu pera</strong> a změníte dílčí faktory, které vidíte na následujícím obrázku.</p>\n<figure data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/87b44d74-eede-4ef9-aab9-5b75c7ad351b/3_10%20Loads.png\" data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" alt=\"\"></figure>\n<p>Všimněte si, že výpočty se provádějí pouze pro kombinace zatěžovacích stavů, které jsou zaškrtnuté ve stromu operací, nikoli pro jednotlivé zatěžovací stavy.</p>\n<h2>4 Vyztužení</h2>\n<p>Dalším krokem je <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\"><strong>vyztužení</strong></a> modelu. Zkombinujte definici od začátku v aplikaci IDEA StatiCa s dávkovým importem výztuže ze souboru <strong>DXF</strong>. V tomto tutoriálu předpokládáme, že uživatel ví, jak vyztužit zhlaví pilíře, a předem si připravil nějakou <a data-item-id=\"a0e85d28-23e6-4006-94d6-f334c2be9b67\" href=\"\">výztuž</a> v DXF z výkresů, proto nástroje pro návrh výztuže ponecháme na jiný tutoriál.</p>\n<p>Klepněte na tlačítko <strong>Import</strong> <strong>DXF</strong> a vyberte entitu Skupina vložek.</p>\n<figure data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e51e193e-5772-4e02-9724-efe612a9955f/4_1%20Reinforcement.png\" data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupného ve zdrojových souborech) přistane dialog pro výběr. Vyberte všechny potřebné polylinie (tvar výztuže) v pořadí znázorněném na následujícím obrázku a za každou polyliinií klikněte na tlačítko <strong>Vybrat</strong> (pořadí není obecně důležité, v tomto tutoriálu chceme jen sledovat, když mluvíme o konkrétním názvu položky). Výběr ukončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7433e93f-9795-495a-a20d-9e4f2ef5f1d5/4_3%20Reinforcement.png\" data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" alt=\"\"></figure>\n<p>Soubor 2D DXF přenáší globální šířku polylinie jako průměr pro každou výztuž, ale neobsahuje informace o počtu prutů v kolmém směru a musíme je upravit ručně. Díky funkci <a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\">vícenásobné editace</a> můžeme zajistit všechny změny pro všechny entity výztuže najednou.</p>\n<p>Podržíme <strong>klávesu Ctrl</strong> a vybereme všechny importované výztuže, změníme počet vložek ve vrstvě na <strong>10 </strong>a průměr na <strong>20 mm</strong>.</p>\n<figure data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/522a97b6-22e0-4aa6-956d-ea0b8ffb70ee/4_4%20Reinforcement.png\" data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" alt=\"\"></figure>\n<p>Pro dokončení vyztužování v tomto příkladu zkombinujte import z DXF s výztuží definovanou v IDEA StatiCa Detail. V tomto případě přidejte několik vodorovných a podélných výztuží do zhlaví pilíře a několik vrstev výztuže představujících třmínky v pilíři. Klikněte na tlačítko <strong>Sestava výztuže</strong> a vyberte první položku výztuže <strong>Skupina vložek</strong>.</p>\n<figure data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3027cb33-110c-4b80-a470-01af1345750a/4_5%20Reinforcement.png\" data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" alt=\"\"></figure>\n<p>Změňte definici na možnost <strong>Na hraně obrysu nebo otvoru</strong>. Poté upravte počet vrstev, jejich vzdálenosti, průměr, počet prutů ve vrstvě, typ <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\">kotvení</a> pro oba konce a hrany podle následujícího obrázku:</p>\n<figure data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/233bba37-5214-421f-9646-9fa9cf49e2ca/4_6%20Reinforcement.png\" data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" alt=\"\"></figure>\n<p>Pomocí funkce <strong>kopírování</strong> vytvořte <strong>GB6,</strong> který bude představovat třmínky, a přepněte hranu na <strong>7</strong>. Nastavte všechny parametry podle následujícího obrázku:</p>\n<figure data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a628132-4994-469e-9917-872f31fcbc0b/4_7%20Reinforcement.png\" data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" alt=\"\"></figure>\n<p>Poslední položky výztuže představí podélnou výztuž zhlaví pilíře. Za tímto účelem <strong>přidejte novou skupinu vložek</strong>. Změňte její vlastnosti následujícím způsobem:</p>\n<figure data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a78bd3ba-73dd-4b26-98a0-692b54ad5b09/4_8%20Reinforcement.png\" data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" alt=\"\"></figure>\n<p>Naposledy použijte tlačítko <strong>Kopírovat</strong>. Změňte hodnotu hrany na <strong>8</strong>.</p>\n<figure data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62b5c0a1-9129-4b33-ae51-650f7cc3ac20/4_9%20Reinforcement.png\" data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" alt=\"\"></figure>\n<p>Po přidání a úpravě všech výztuh můžeme spustit výpočet kliknutím na tlačítko <strong>Vypočítat</strong>.</p>\n<figure data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fa95121e-d453-4304-80e6-85dda909891c/4_10%20Reinforcement.png\" data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" alt=\"\"></figure>\n<h2>5 Výpočet a kontrola</h2>\n<p>Analýzu spustíme kliknutím na tlačítko <strong>Výpočet</strong> na pásu karet. Automaticky se vygeneruje model analýzy, provedou se výpočty a zobrazí se souhrn posudků spolu s hodnotami výsledků posudků.</p>\n<figure data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7c9cdd56-cdb0-4c8b-963f-6b0dc4669234/5_1%20Check.png\" data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" alt=\"\"></figure>\n<p>Chcete-li projít podrobné kontroly jednotlivých komponent, začněte na kartě <strong>Pevnost</strong>. Zde se zobrazí konkrétní kontroly, jako je využití v napětí, hlavní napětí, deformace a mapa redukčního součinitele kc<sub>,</sub> kterou lze přepínat na pásu karet.</p>\n<figure data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c4aa00e-48cc-409e-bc79-21d28e55a786/5_2%20Check.png\" data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" alt=\"\"></figure>\n<p>Pro podrobné výsledky výztuže je třeba kliknout na řádek <strong>Výztuž</strong>. Tím se změní ikony na pásu karet a zobrazí se tabulka výsledků. Můžete si zobrazit výsledky pro přetvoření a napětí v jednotlivých prutech a jejich využití.</p>\n<figure data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aa19009c-39f5-4c08-bba0-493ac6d5a4ef/5_3%20Check.png\" data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" alt=\"\"></figure>\n<p>Všechny výsledky lze zobrazit stejným způsobem. Ukažme si rozdíl v pásu karet pro SLS kontroly <a data-item-id=\"9e7e995c-6e74-422f-af6e-88a8d7fe047f\" href=\"\">šířky trhliny</a> a průhybu. Kromě ikon pro přepínání mezi výsledky jsou v pásu karet je k dispozici nastavení pro nastavení mezní hodnoty trhlin nebo pro zobrazení výsledků průhybů z krátkodobých/dlouhodobých modelů.</p>\n<figure data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/79b005fd-2d09-4e79-a97b-d45dc3c4fbd4/5_4%20Check.png\" data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" alt=\"\"></figure>\n<figure data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bea7f38c-6c84-49f0-8502-66bfb347093e/5_5%20Check.png\" data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" alt=\"\"></figure>\n<h2>6 Zpráva</h2>\n<p>Nakonec přejděte do okna <strong>Report</strong>. IDEA StatiCa nabízí plně přizpůsobitelný report, který lze vytisknout nebo uložit v editovatelném formátu.</p>\n<figure data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e3c18c1-a97e-4301-8ee4-31b1ed278382/6_1%20Report.png\" data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" alt=\"\"></figure>\n<figure data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33137b76-efe1-4357-a046-99a24413aa88/6_2%20Report.png\" data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" alt=\"\"></figure>\n<p>Navrhli jste, optimalizovali a zkontrolovali podle Eurokódu zhlaví pilíře.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"idea_statica_tutorial___pier_cap_from_dxf_2495f70\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n630d000b_42c6_0161_3e66_e8916e9d326c\"></object>"
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                    "links": [],
                    "name": "Content",
                    "type": "rich_text",
                    "value": "<p>Jakmile je oblast diskontinuity navržena a posouzena podle normy, je čas vytvořit protokol. Není nutné vytvářet protokol ručně pomocí print-screenu obrázků, vytváření tabulek a psaní textu. Stačí použít funkci <strong>Protokol</strong> v aplikaci. Protokol si můžete nastavit podle vás - co se má zobrazit, nebo ne. Obrázky, tabulky a popisy se vytvoří automaticky. Můžete dokonce přidávat vlastní obrázky.</p>\n<h2>Základní struktura protokolu</h2>\n<p>Nejprve vyberte typ protokolu. K dispozici jsou dvě možnosti.</p>\n<ul>\n  <li>Stručný protokol</li>\n  <li>Detailní prokotol</li>\n</ul>\n<p><strong>Stručný protokol</strong> je stručným shrnutím projektu a jeho výsledků.&nbsp;</p>\n<figure data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dca0634e-daa2-4713-a210-e66c129b2af8/RC-D_07_02.png\" data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" alt=\"\"></figure>\n<p>Nebo můžete vygenerovat <strong>Detailní protokol</strong>, do kterého vložíte podrobné informace o projektu a jeho výsledcích.&nbsp;</p>\n<figure data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0adc8c89-df72-42f2-892a-5bb21702df2f/RC-D_07_03.png\" data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" alt=\"\"></figure>\n<h2>Protokol</h2>\n<p>Na začátku protokolu najdete úvod a přehled projektu jako <strong>Údaje o projektu</strong>, <strong>Souhrnné stručné výsledky</strong>, <strong>Materiály a Průřez</strong>.</p>\n<figure data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4b2c61b-408c-4478-8e79-0a696a3c097e/RC-D_07_04.png\" data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" alt=\"\"></figure>\n<h4>Uživatelský odstavec</h4>\n<p>Je možné přidat <strong>Uživatelský odstavec</strong> s dalšími informacemi - popis jednotlivých položek projektu.</p>\n<figure data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3be7695-2864-4861-8cd3-c5875c0fa1a1/RC-D_07_05.png\" data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" alt=\"\"></figure>\n<p>Jak je znázorněno na obrázku, přejděte na položku Data projektu a definujte obecnou.</p>\n<figure data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4b9bc384-9960-4877-806b-c9115a79bb6d/RC-D_07_06.png\" data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" alt=\"\"></figure>\n<p>Chcete-li nastavit Uživatelský odstavec pro jednotlivou položku projektu, přejděte do oblastí diskontinuit, vyberte oblast diskontinuity a napište odstavec.</p>\n<figure data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d038fef-417b-4923-bb84-d3fa0be95c15/RC-D_07_07.png\" data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" alt=\"\"></figure>\n<h2>Položky projektu</h2>\n<p>V aplikaci IDEA Statica Detail je možnost mít v jednom souboru více položek projektu (oblastí diskontinuity). A tedy i pro sestavu je možné vygenerovat všechny položky projektu nebo jen vybrané. Výběr se provádí na kartě Data v nastavení protokolu.</p>\n<figure data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bf14c9d8-51c3-4802-b7bd-9a648a72e8a2/RC-D_07_08.png\" data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" alt=\"\"></figure>\n<p>Projděme si nastavení jednotlivých položek projektu.&nbsp;</p>\n<h4>Geometrie</h4>\n<p>Můžete zobrazit obraz geometrie detailů nebo podoblasti a tabulku geometrie. Lze také řídit relativní šířku obrázku.</p>\n<figure data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/293bcb1f-908d-4ef6-b382-8c0e402aec3a/RC-D_07_09.png\" data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" alt=\"\"></figure>\n<p>Možná jste si všimli, že třetí tlačítko je na obrázku vypnuté. Toto tlačítko umožňuje přidávat do kapitoly uživatelsky definované obrázky prostřednictvím funkce galerie. &nbsp;</p>\n<h4>Zatížení</h4>\n<p>Je možné zobrazit obrázky nebo tabulky libovolné kombinace zatížení. Relativní šířku obrázku lze ovládat, stejně jako počet obrázků v jednom řádku. Kromě toho lze zobrazit zatěžovací stavy zahrnuté do aktivních kombinací.&nbsp;</p>\n<figure data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba9826a-22b8-4a1c-8fc0-bbdc61fa33cf/RC-D_07_10.png\" data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" alt=\"\"></figure>\n<h4>Topologická optimalizace</h4>\n<p>Tlačítko zapne zobrazení optimalizace topologie pro všechny posuzované kombinace.</p>\n<figure data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/27f8b285-4b4f-4eb9-ab4a-e4f4ca807a81/RC-D_07_11.png\" data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" alt=\"\"></figure>\n<h4>Vyztužení</h4>\n<p>Můžete povolit schéma vyztužení nebo přidat uživatelské obrázky z galerie.</p>\n<figure data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e2795dc6-1c52-4ba5-9639-58243320d583/RC-D_07_12.png\" data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" alt=\"\"></figure>\n<h4>Výsledky/Posudky</h4>\n<p>Existují tři možnosti jak zobrazit výslekdy.</p>\n<ul>\n  <li>Stručné výsledky - pouze přehledná tabulka</li>\n  <li>Vybrané výsledky</li>\n  <li>Kompletní výsledky</li>\n</ul>\n<p>První možnost je na následujícím obrázku.</p>\n<figure data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0b36353-21d9-4766-9cc8-77ffe0d0c3e1/RC-D_07_13.png\" data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" alt=\"\"></figure>\n<p>Druhá možnost umožňuje vybrat, co přesně se má zobrazit.&nbsp;</p>\n<figure data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7135f626-e3fc-4de9-ac0f-0efc70eb4602/RC-D_07_14.png\" data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\" alt=\"\"></figure>\n<p>Poslední možnost jednoduše přidá všechny výsledky do protokolu. Opět lze kontrolovat relativní šířku obrázku a navíc lze zvětšit měřítko.</p>\n<h4>Výkaz materiálu</h4>\n<p>Nakonec můžete přidat obrázek výkazu materiálu s očíslovanými položkami a tabulkami.&nbsp;</p>\n<p>Klikněte na tlačítko <strong>Výkaz materiálu</strong> v navigátoru a zkontrolujte hmotnost, počet položek, tvary a délky výztuže. Kromě toho lze z aplikace IDEA StatiCa Detail exportovat výkres rozvržení výztuže včetně tvarů výztužných prutů do souboru Dxf. Tento výkres lze dále upravovat.</p>\n<figure data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d94c8f8a-b74b-4560-8e9d-da7566dad215/RC-D_07_15.png\" data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" alt=\"\"></figure>\n<h2>Závěr pro protokol</h2>\n<p>Závěrečná část protokolu se zaměřuje na <strong>Vysvětlení použitých symbolů</strong>, <strong>Kód a nastavení výpočtu a Předpoklady výpočtu</strong>. Všechny části lze zapnout nebo vypnout.</p>\n<figure data-asset-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" data-image-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ffcf9dae-6a74-4f9d-8379-6f34dd7016d3/RC-D_07_16.png\" data-asset-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" data-image-id=\"dabbe07a-2f0c-4e85-82aa-a78b42b65351\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_0bdb135\"></object>"
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            "value": "<h4>Kompletní posouzení železobetonových stěn nebo vysokých nosníků s otvory? Žádný problém!</h4>\n<p>Cílem webináře je ukázat, jak posoudit <strong>stěnu</strong> či <strong>stěnový nosník obecného tvaru</strong> v IDEA StatiCa Detail s využitím existujícího 3D výpočtového modelu ve SCIA Engineer v řádech minut. Ukážeme si pracovní postup na příkladu bytového domu – export geometrie, vytvoření dílčího modelu, aplikace zatížení, návrh výztuže a finální posudek - jak na <strong>mezní stavy únosnosti, tak použitelnosti</strong>.</p>\n<p>Vyzkoušejte si to na vlastní kůži – získejte <a data-item-id=\"c9179b55-bed2-4f30-b430-d7edb80d2a36\" href=\"\">bezplatnou zkušební verzi</a> a postupujte podle návodu <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Železobetonová stěna</a> krok za krokem Betonová zeď.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>Komplexní řešení pro betonové detaily a konstrukční dílce</h4>\n<p>Běžné 3D MKP programy uvažují lineární chování betonu. Možnosti návrhu výztuže jsou omezené, a to zejména s&nbsp;ohledem na posouzení <strong>mezního stavu použitelnosti</strong>, což může vést k&nbsp;rozvoji nadměrných <strong>trhlin</strong>. To vše pokrývá aplikace IDEA StatiCa Detail založená na <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">metodě CSFM</a>. Nyní mohou všichni&nbsp;inženýři a inženýrky efektivně navrhnout a posoudit stěny či vysoké nosníky jakéhokoliv tvaru.</p>\n<p>Pokud byste se rádi viděli více z aplikace IDEA StatiCa Detail v akci, máme pro vás záznam dalších dvou webinářů:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">Jak jednoduše navrhnout předpjatý vazník s otvory?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Stěna - Ružomberok (Slovensko)</a></li>\n</ul>\n<p>Nebo si projděte naše Centrum podpory, kde najdete<a href=\"https://www.ideastatica.com/cz/podpora-tutorialy?product=concrete&amp;label=detail\"> návody</a> nebo <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">teoretické základy</a> k programu.</p>\n<p><br></p>\n<h3>Záznam webináře</h3>"
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    "value": "<p>The different verifications required by AS 3600 are assessed based on the direct results provided by the model. Verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<h4>Strength - Concrete</h4>\n<p>The <strong>concrete strength</strong> in compression is evaluated as the ratio between the maximum&nbsp;Equivalent principal stress <em>f</em><em><sub>c,eq</sub></em> (also σ<em><sub>c,eq</sub></em>&nbsp;in previous text) obtained from FE analysis and the limit value <em>f'</em><em><sub>c,lim</sub></em>.</p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The f<em><sub>c,eq</sub></em>&nbsp;value can, therefore, be directly compared with uniaxial strength limits. This expression is derived from the implementation of the Mohr-Coulomb plasticity theory, conservatively assuming the angle of internal friction&nbsp;<em>φ = 0°.</em></p>\n<h4>Strength - Reinforcement</h4>\n<p>The <strong>strength of the reinforcement</strong> is evaluated in both tension and compression as the ratio between the stress in the reinforcement at the cracks <em>f</em><em><sub>s</sub></em> and the specified limit value <em>f</em><em><sub>sy,lim</sub></em>.</p>\n<p>\\[f_{sy,lim} = \\phi_{s} \\cdot f_{sy}\\]</p>\n<h4>Strength - Anchors</h4>\n<p>Anchors are checked for normal stresses in a similar way to reinforcement, where the limit value&nbsp;<em>f</em><em><sub>sy,lim</sub></em>&nbsp;is determined.&nbsp;</p>\n<p>In the current version, the code checks for anchors in shear and shear with tension<strong>&nbsp;</strong>are not available.</p>\n<p><strong>Pull-out check for headed anchors (Washer plates and Headed studs)</strong></p>\n<p>For headed anchors, an additional stop criterion is implemented to check the concrete bearing (crushing) above the anchor head - pull-out. During the analysis, the compressive force transferred through the head-to-concrete contact is monitored and compared with the limit value given by AS 5216:2021 Cl. 6.3.4 (pull-out failure of headed fastenings).</p>\n<p>\\[N_{Rd,p} = \\Phi_{Mp} \\cdot k_{2} \\cdot A_{h} \\cdot f'_{c}\\]<br>\n​</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\Phi_{Mp}\\) is the strength reduction factor - Table 3.2.4</li>\n  <li><em>A</em><em><sub>h</sub></em>&nbsp;is the load bearing area of the head of the fastener (without the shank area).&nbsp;</li>\n  <li><em>f</em><em><sub>c</sub></em><em>'</em>&nbsp;is the specified compressive strength of concrete</li>\n  <li><em>k</em><em><sub>2</sub></em>&nbsp;is always taken as 7.5, i.e. the value for cracked concrete. This is consistent with the CSFM approach used in Detail, where the tensile strength of concrete is neglected and the concrete is assumed to be cracked in tension.</li>\n</ul>\n<p>Once the contact force reaches this code-based limit, the stop criterion is triggered and the analysis is terminated before the design pull-out resistance is exceeded.​&nbsp;</p>\n<h4>Anchorage - &nbsp;Bond stress</h4>\n<p>The <strong>bond shear stress</strong> is evaluated independently as the ratio between the bond stress τ<em><sub>b</sub></em> calculated by FE analysis and the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>.</p>\n<p>For the determination of the design ultimate bond stress <em>f</em><em><sub>bu</sub></em>, the formula C13.1.2.2 defined in AS3600:2018 Sup 1:2022 is considered in the application.</p>\n<p>\\[f_{bu}=\\frac{k_{2}}{k_{1} \\cdot k_{3}} \\cdot (0.5 \\cdot \\sqrt{f'_{c}})\\]</p>\n<p>Where <em>f'</em><em><sub>c</sub></em><em> ≤ 65 MPa</em> (in the formula is in MPa), and <em>k</em> factors are determined from AS 3600 Cl. 13.1.2.2 as follows:</p>\n<p><em>k</em><em><sub>3</sub></em><em> = 0.7</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(conservative value for all reinforcement)<br>\n<em>k</em><em><sub>2</sub></em><em> = (132 - d</em><em><sub>b</sub></em><em>) / 100</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;(<em>d</em><em><sub>b</sub></em> is diameret of rebar in millimeters)<br>\n = 1.3 for a horizontal bar with more than 300 mm of concrete cast below the bar, or 1.0 otherwise</p>\n<p><em>k</em><em><sub>1</sub></em> is automatically derived from the position of the reinforcement in the model and from the direction of concreting that can be set in the application for each project item as follows.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 52\\qquad Direction of concreting}}}\\]</em></p>\n<p>The basic development length <em>L</em><em><sub>sy,tb</sub></em> is calculated according to formula 13.1.2.2 in AS 3600 as follows:</p>\n<p>\\[L_{sy,tb}=\\frac{0.5\\cdot k_{1}\\cdot k_{3}\\cdot f_{sy}\\cdot d_{b}}{k_{2}\\cdot \\sqrt{f'_{c}}}\\ge 29 \\cdot k_{1}\\cdot d_{b}\\]</p>\n<p>As can be seen in the formula, the basic development length <em>L</em><em><sub>sy,tb</sub></em> is limited from below, and therefore the design ultimate bond stress <em>f</em><em><sub>bu</sub></em> must be limited in the same way in the application, so the following applies:</p>\n<p>\\[f_{bu}\\le \\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p>Where <em>f</em><em><sub>sy</sub></em> is in MPa.</p>\n<p>The derivation of the <em>f</em><em><sub>bu</sub></em> limitation is as follows:</p>\n<p>\\[f_{bu}= \\frac{f_{sy}\\cdot A_{s}}{ \\pi \\cdot d_{b} \\cdot L_{sy,tb}}=\\frac{f_{sy}\\cdot \\pi \\cdot d_{b}^{2}}{4 \\cdot \\pi \\cdot d_{b} \\cdot 29 \\cdot k{1} \\cdot d_{b}} =\\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p><br></p>\n<p><strong>Total force </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> and limit force </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>The total force <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> is a result of the finite element analysis and can be defined in two ways.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>where <em>A</em><em><sub>s</sub></em> is the area of the reinforcement bar and <em>f</em><em><sub>s</sub></em> is the stress in the bar.</p>\n<p>Or as a sum of the&nbsp;anchorage force&nbsp;<em>F</em><em><sub>a </sub></em>and the&nbsp;bond force&nbsp;<em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>where <em>F</em><em><sub>a</sub></em> is the actual force in the anchorage spring and <em>F</em><em><sub>bond</sub></em> is the bond force that can be obtained by integrating the bond stress <em>τ</em><em><sub>b</sub></em> along the length of reinforcement bar <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> is the circumference of the reinforcement bar.</p>\n<p>The limit force <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> is the maximum force in the element of the rebar considering the <strong>strength</strong> of the rebar and also <strong>anchoring conditions </strong>(bond between concrete and reinforcement and anchorage hooks, loops, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>where C<sub>s</sub> is the circumference of the reinforcement bar, and <em>l</em> is the length from the beginning of the rebar to the point of interest.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 53\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>where <em>F</em><em><sub>lim,add</sub></em> is the additional force calculated from the magnitude of the angle between neighboring elements. <em>F</em><em><sub>lim,2</sub></em> must always be lower than <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>The available <strong>anchorage types</strong> in CSFM include a straight bar (i.e., no anchor end reduction), Standard cog, Standard hook, perfect bond, and continuous bar. All these types, along with the respective anchorage coefficients β, are shown in Fig. 54 for longitudinal reinforcement. The values of the adopted anchorage coefficients are derived from AS 3600 Cl. 13.1.2. It should be noted that CSFM distinguishes three types of anchorage ends: (i) no reduction in the anchorage length, (ii) a reduction of 50% of the anchorage length in the case of a normalized anchorage, and (iii) perfect bond.</p>\n<figure data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/021688e6-24c8-441b-8210-9f0bb4377e75/Available%20anchorage%20types%20for%20longitudinal%20rebars_AUS.png\" data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 54\\qquad &nbsp;Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b)&nbsp;Standard cog; (c) Standard hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>The anchorage coefficient for stirrups is always - β = 1.0.</p>\n<p>In order to comply with AS 3600, the anchorage spring should be used in the calculation. The anchorage spring is modified by the β coefficient, so the user must use one of the available anchorage types when defining the reinforcement start and end conditions.&nbsp;</p>"
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                        "description": "Fig. 4\tEffective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated; (b) cover and global symmetry condition; (c) resultant effective area.",
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                    "value": "<h4>Crack width calculation</h4>\n<p>There are two ways of computing crack widths - stabilized and non-stabilized cracking. According to the geometrical reinforcement ratio in each part of the structure is decided, which type of crack calculation model will be used (TCM for stabilized cracking and POM for non-stabilized cracking model).</p>\n<figure data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ba3929-8689-4973-8782-fcdd0780002b/Crack%20width%20calculation.PNG\" data-asset-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" data-image-id=\"4a11f2de-770f-43aa-840a-4c41d9c2abf9\" alt=\"Fig. 24\tCrack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with local non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar for non-stabilized cracking.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 20 \\qquad Crack width calculation: (a) considered crack kinematics; (b) projection of crack kinematics into the principal}}}\\) \\( \\textsf{\\textit{\\footnotesize{directions of the reinforcing bar; (c) crack width in the direction of the reinforcing bar for stabilized cracking; (d) cases with}}}\\) \\( \\textsf{\\textit{\\footnotesize{local&nbsp;non-stabilized cracking regardless of the reinforcement amount; (e) crack width in the direction of the reinforcing bar}}}\\)\\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking.}}}\\)</em></p>\n<p><br></p>\n<p>While the CSFM yields a direct result for most verifications (e.g., member capacity, deflections…), crack width results are calculated from the reinforcement strain results directly provided by FE analysis following the methodology described in Fig. 20. A crack kinematic without slip (pure crack opening) is considered (Fig. 20a), which is consistent with the main assumptions of the model. The principal directions of stresses and strains define the inclination of the cracks (θ<em><sub>r</sub></em>&nbsp;=&nbsp;θ<sub>s</sub>=&nbsp;θ<sub>e</sub>). According to (Fig. 20b), the crack width (<em>w</em>) can be projected in the direction of the reinforcing bar (<em>w</em><em><sub>b</sub></em>), leading to:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(θ_r + θ_b - \\frac{π}{2}\\right)}\\]</p>\n<p>where θ<em><sub>b</sub></em>&nbsp;is the bar inclination.</p>\n<p>Please note, that the program displays values of θ<em><sub>r</sub></em> and θ<em><sub>b</sub></em> &lt; <em>π/2</em>. It means that the previous equation works for cases, where the reinforcement and crack go through the different quadrants of the Cartesian coordinate system as shown in Fig. 20, where reinforcement goes through I. and III. quadrants and crack through II and IV. For cases where the reinforcement and crack go through the same quadrants, the equation has to be modified as follows:</p>\n<p>\\[w = \\frac{w_b}{\\cos\\left(-θ_r + θ_b + \\frac{π}{2}\\right)}\\]</p>\n<p>The component <em>w</em><em><sub>b</sub></em> is consistently calculated based on the tension stiffening models by integrating the reinforcement strains. For those regions with fully developed crack patterns, the calculated average strains (e<em><sub>m</sub></em>) along the reinforcing bars are directly integrated along the crack spacing (<em>s</em><em><sub>r</sub></em>), as indicated in (Fig. 20c). While this approach to calculating the crack directions does not correspond to the real position of the cracks, it still provides representative values that lead to crack width results that can be compared to code-required crack width values at the position of the reinforcing bar.</p>\n<p>Special situations are observed at concave corners of the calculated structure. In this case, the corner predefines the position of a single crack that behaves in a non-stabilized fashion before additional adjacent cracks develop. These additional cracks generally develop after the serviceability range (Mata-Falcón 2015), which justifies calculating the crack widths in such a region as if they were non-stabilized (Fig. 21).</p>\n<figure data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a46a740-1622-47eb-b7f3-186fee0f6fbc/Concave%20corner.png\" data-asset-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" data-image-id=\"cb811a73-9dfe-4b06-8a93-34019678e846\" alt=\"Fig. 25\tDefinition of the region at concave corners in which the crack width is computed as if it were non-stabilized.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Definition of the region at concave corners in which the crack width is computed as if it were non-stabilized.}}}\\]</em></p>\n<h4>Tension stiffening</h4>\n<p>The implementation of tension stiffening distinguishes between cases of stabilized and non-stabilized crack patterns. In both cases, the concrete is considered fully cracked before loading by default.</p>\n<figure data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/80e8fffe-3c98-4677-af35-7c2ce025e0bb/Tension%20stiffening%20model.PNG\" data-asset-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" data-image-id=\"bcb3e177-6a83-42bd-a51a-7294e4a7d6e8\" alt=\"Fig. 3\tTension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear, steel and concrete stresses, and steel strains between cracks, considering average crack spacing (λ=0.67); (b) pull-out assumption for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel; (d) detail of the initial branches of the tension chord response.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Tension stiffening model: (a) tension chord element for stabilized cracking with distribution of bond shear,}}}\\) </em>\\( \\textsf{\\textit{\\footnotesize{steel and concrete stresses, and steel strains between cracks, considering average crack spacing); (b) pull-out assumption}}}\\) \\( \\textsf{\\textit{\\footnotesize{for non-stabilized cracking with distribution of bond shear and steel stresses and strains around the crack; (c) resulting}}}\\) \\( \\textsf{\\textit{\\footnotesize{tension chord behavior in terms of reinforcement stresses at the cracks and average strains for European B500B steel;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(d) detail of the initial branches of the tension chord response.}}}\\)</p>\n<p><br></p>\n<p><strong>Stabilized cracking</strong></p>\n<p>In fully developed crack patterns, tension stiffening is introduced using the Tension Chord Model (TCM) (Marti et al. 1998; Alvarez 1998)&nbsp;– Fig. 22a – which has been shown to yield excellent response predictions in spite of its simplicity (Burns 2012). The TCM assumes a stepped, rigid-perfectly plastic bond shear stress-slip relationship with τ<em><sub>b&nbsp;</sub></em>=&nbsp;τ<em><sub>b</sub></em><sub>0</sub>&nbsp;=2&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s</sub></em>&nbsp;≤&nbsp;<em>f</em><em><sub>y</sub></em> and τ<em><sub>b</sub></em>&nbsp;=τ<em><sub>b</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s&nbsp;</sub></em>&gt;&nbsp;<em>f</em><em><sub>y</sub></em>. Treating every reinforcing bar as a tension chord ­– Fig. 22b and Fig. 22a – the distribution of bond shear, steel, and concrete stresses and hence the strain distribution between two cracks can be determined for any given value of the maximum steel stresses (or strains) at the cracks.</p>\n<p>For <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;<em>s</em><em><sub>r</sub></em><sub>0</sub>, a new crack may or may not form because at the center between two cracks σ<em><sub>c</sub></em><sub>1</sub>&nbsp;=&nbsp;<em>f</em><em><sub>ct</sub></em>. Consequently, the crack spacing may vary by a factor of two, i.e., <em>s</em><em><sub>r</sub></em>&nbsp;=&nbsp;λ<em>s</em><em><sub>r</sub></em><sub>0</sub>, with l&nbsp;=&nbsp;0.5…1.0. Assuming a certain value for λ, the average strain of the chord (ε<em><sub>m</sub></em>) can be expressed as a function of the maximum reinforcement stresses (i.e., stresses at the cracks, σ<em><sub>sr</sub></em>). For the idealized bilinear stress-strain diagram for the reinforcing bare bars considered by default in the CSFM, the following closed-form analytical expressions are obtained (Marti et al. 1998):</p>\n<p>\\[\\varepsilon_m = \\frac{\\sigma_{sr}}{E_s} - \\frac{\\tau_{b0}s_r}{E_s Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\sigma_{sr} \\le f_y\\]</p>\n<p><br></p>\n<p>\\[{\\varepsilon_m} = \\frac{{{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}^2}Ø}}{{4{E_{sh}}{\\tau _{b1}}{s_r}}}\\left( {1 - \\frac{{{E_{sh}}{\\tau_{b0}}}}{{{E_s}{\\tau_{b1}}}}} \\right) + \\frac{{\\left( {{\\sigma_{sr}} - {f_y}} \\right)}}{{{E_s}}}\\frac{{{\\tau_{b0}}}}{{{\\tau_{b1}}}} + \\left( {{\\varepsilon_y} - \\frac{{{\\tau_{b0}}{s_r}}}{{{E_s}Ø}}} \\right)\\]</p>\n<p><em>\\[\\textrm{for}\\qquad\\qquad{f_y} \\le {\\sigma _{sr}} \\le \\left( {{f_y} + \\frac{{2{\\tau _{b1}}{s_r}}}{Ø}} \\right)\\]</em></p>\n<p><br></p>\n<p>\\[ \\varepsilon_m = \\frac{f_s}{E_s} + \\frac{\\sigma_{sr}-f_y}{E_{sh}} - \\frac{\\tau_{b1} s_r}{E_{sh} Ø}\\]</p>\n<p>\\[\\textrm{for}\\qquad\\qquad\\left(f_y + \\frac{2\\tau_{b1}s_r}{Ø}\\right) \\le \\sigma_{sr} \\le f_t\\]</p>\n<p>where:<br>\n <em>E</em><em><sub>sh</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp; &nbsp;the steel hardening modulus <em>E</em><em><sub>sh</sub></em>&nbsp;=&nbsp;(<em>f</em><em><sub>t</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>)/(ε<em><sub>u</sub></em>&nbsp;–&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;/<em>E</em><em><sub>s</sub></em>)&nbsp;,</p>\n<p><em>E</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of reinforcement,</p>\n<p><em>Ø</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; reinforcing bar diameter,</p>\n<p>s<em><sub>r</sub></em><em><sup>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </sup></em>crack spacing,</p>\n<p>σ<em><sub>sr</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>reinforcement stresses at the cracks,</p>\n<p>σ<em><sub>s</sub></em><em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; </em>actual reinforcement stresses,</p>\n<p><em>f</em><em><sub>y&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;</sub></em>yield strength of reinforcement.</p>\n<p><br></p>\n<p>The Idea StatiCa Detail implementation of the CSFM considers average crack spacing by default when performing computer-aided stress field analysis. The average crack spacing is considered to be 2/3 of the maximum crack spacing (λ&nbsp;=&nbsp;0.67), which follows recommendations made on the basis of bending and tension tests (Broms 1965; Beeby 1979; Meier 1983). It should be noted that calculations of crack widths consider a maximum crack spacing (λ&nbsp;=&nbsp;1.0) in order to obtain conservative values.</p>\n<p>The application of the TCM depends on the reinforcement ratio, and hence the assignment of an appropriate concrete area acting in tension between the cracks to each reinforcing bar is crucial. An automatic numerical procedure has been developed to define the corresponding effective reinforcement ratio (ρ<em><sub>eff</sub></em><em> = A</em><em><sub>s</sub></em><em>/A</em><em><sub>c,eff</sub></em>) for any configuration, including skewed reinforcement (Fig. 23).</p>\n<figure data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2c0d58ae-1639-4b2a-a99c-a5e274a318ac/Effective%20area%20of%20concrete.png\" data-asset-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" data-image-id=\"7a370722-a56b-438d-8cf3-21d62a938811\" alt=\"Fig. 4\tEffective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated; (b) cover and global symmetry condition; (c) resultant effective area.\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Effective area of concrete in tension for stabilized cracking: (a) maximum concrete area that can be activated;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(b) cover and global symmetry condition; (c) resultant effective area.}}}\\)</em></p>\n<p><br></p>\n<p><strong>Non-stabilized cracking</strong></p>\n<p>Cracks existing in regions with geometric reinforcement ratios lower than ρ<em><sub>cr</sub></em>, i.e., the minimum reinforcement amount for which the reinforcement is able to carry the cracking load without yielding, are generated by either non-mechanical actions (e.g. shrinkage) or the progression of cracks controlled by other reinforcement. The value of this minimum reinforcement is obtained as follows:</p>\n<p>\\[{\\rho _{cr}} = \\frac{{{f_{ct}}}}{{{f_y} - \\left( {n - 1} \\right){f_{ct}}}}\\]</p>\n<p>where:</p>\n<p><em>f</em><em><sub>y</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;reinforcement yield strength,</p>\n<p><em>f</em><em><sub>ct</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; &nbsp;concrete tensile strength,</p>\n<p><em>n</em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modular ratio, <em>n</em>&nbsp;=&nbsp;<em>E</em><em><sub>s</sub></em>&nbsp;/&nbsp;<em>E</em><em><sub>c</sub></em>&nbsp;.</p>\n<p>For conventional concrete and reinforcing steel, ρ<em><sub>cr</sub></em> amounts to approximately 0.6%.</p>\n<p>For stirrups with reinforcement ratios below ρ<em><sub>cr</sub></em>, cracking is considered to be non-stabilized and tension stiffening is implemented by means of the Pull-Out Model (POM) described in Fig. 22b. This model analyzes the behavior of a single crack considering no mechanical interaction between separate cracks, neglecting the deformability of concrete in tension and assuming the same stepped, rigid-perfectly plastic bond shear stress-slip relationship used by the TCM. This allows the reinforcement strain distribution (ε<em><sub>s</sub></em>) in the vicinity of the crack to be obtained for any maximum steel stress at the crack (σ<em><sub>sr</sub></em>) directly from equilibrium. Given the fact that the crack spacing is unknown for a non-fully developed crack pattern, the average strain (ε<em><sub>m</sub></em>) is computed for any load level over the distance between points with zero slip when the reinforcing bar reaches its tensile strength (<em>f</em><em><sub>t</sub></em>) at the crack (<em>l</em><sub>ε,</sub><em><sub>avg</sub></em> in Fig. 22b), leading to the following relationships:</p>\n<figure data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/43adc17b-b9e9-4a81-ab9f-ff4c13297b34/Equation%201.2.4.2.PNG\" data-asset-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" data-image-id=\"cd3ad82c-e048-4baa-abd9-c0957e0a7f4b\" alt=\"\"></figure>\n<p>The proposed models allow the computation of the behavior of bonded reinforcement, which is finally considered in the analysis. This behavior (including tension stiffening) for the most common European reinforcing steel (B500B, with <em>f</em><em><sub>t</sub></em>&nbsp;/&nbsp;<em>f</em><em><sub>y</sub></em>&nbsp;=&nbsp;1.08 and ε<em><sub>u</sub></em>&nbsp;=&nbsp;5%) is illustrated in Fig. 22c-d.</p>"
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                                "description": "Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.",
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                            "value": "<p>The CSFM considers continuous stress fields in the concrete (2D finite elements), complemented by discrete “rod” elements representing the reinforcement (1D finite elements). Therefore, the reinforcement is not diffusely embedded into the concrete 2D finite elements but explicitly modeled and connected to them. A plane stress state is considered in the calculation model.</p>\n<figure data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3f70008c-0c34-4dbe-8219-4d8aa7079bb5/Visualization%20of%20the%20calculation%20model.png\" data-asset-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" data-image-id=\"9e86fe68-36a5-433d-9451-40d2b5078b86\" alt=\"Fig. 8\t Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Visualization of the calculation model of a structural element (trimmed beam) in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Both entire <a data-item-id=\"a11adc2d-9c84-4667-8061-600660e1ad87\" href=\"\">walls</a> and beams, as well as details (parts) of beams (isolated discontinuity region, also called trimmed end), can be modeled. In the case of walls and entire beams, supports must be defined in such a way that an (externally) isostatic (statically determinate) or hyperstatic (statically indeterminate) structure results. The load transfer at the trimmed ends of beams is introduced by means of a special Saint-Venant transfer zone, which ensures a realistic stress distribution in the analyzed detail region.</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 connected to each other using multi-point constraints (MPC elements). This allows the reinforcement to occupy an arbitrary, relative position in relation to the concrete. If anchorage length verification is to be calculated, bond and anchorage end spring elements are inserted between the reinforcement and the MPC elements.</p>\n<figure data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/511cc4d5-618a-4542-ac53-52a29549070f/Finite%20element%20model.png\" data-asset-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" data-image-id=\"03fd72f4-b362-492a-8885-349785eaa70a\" alt=\"Fig. 15\tFinite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC elements and bond elements.}}}\\]</em></p>\n<h3>Concrete</h3>\n<p>Concrete is modeled using quadrilateral and trilateral shell elements, CQUAD4 and CTRIA3. These can be defined by four or three nodes, respectively. Only plane stress is assumed to exist in these elements, i.e., stresses or strains in the z-direction are not considered.</p>\n<p>Each element has four or three integration points which are placed at approximately 1/4 of its size. At each integration point in every element, the directions of principal strains α<sub>1</sub>, α<sub>2</sub> are calculated. In both of these directions, the principal stresses σ<em><sub>c</sub></em><sub>1</sub>, σ<em><sub>c</sub></em><sub>2</sub> and stiffnesses <em>E</em><sub>1</sub>, <em>E</em><sub>2</sub> are evaluated according to the specified concrete stress-strain diagram, as per Fig. 2. It should be noted that the impact of the compression softening effect couples the behavior of the main compressive direction to the actual state of the other principal direction.</p>\n<h3>Reinforcement</h3>\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 which 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<h3>Bond elements</h3>\n<p>The anchorage length is verified by implementing the bond shear stresses between concrete elements (2D) and reinforcing bar elements (1D) in the finite element model. To this end, a “bond” finite element type was developed.</p>\n<p>The definition of the bond element is similar to that of a shell element (CQUAD4). It is also defined by 4 nodes, but in contrast to a shell, it only has a non-zero stiffness in shear between the two upper and two lower nodes. In the model, the upper nodes are connected to the elements representing reinforcement and the lower nodes to those representing concrete. 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><sub>u</sub></em>, see Fig. 14.</p>\n<figure data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1cc20fd2-92d7-42dc-ac17-24f318cbd45c/Bond.PNG\" data-asset-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" data-image-id=\"a031a0ff-a5a7-4a37-b59f-cb1c408f080b\" alt=\"Fig. 16 \t(a) conceptual illustration of the deformation of a bond element, (b) a stress-deformation function. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad (a) conceptual illustration of the deformation of a bond element; (b) a stress-deformation function.}}}\\]</em></p>\n<p><br></p>\n<p>The elastic stiffness modulus of the bond-slip relationship, <em>G</em><em><sub>b</sub></em>, is defined as follows:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p>where:</p>\n<p><em>k</em><em><sub>g</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; coefficient depending on the reinforcing bar surface (by default <em>k</em><em><sub>g</sub></em><sub> </sub>= 0.2)</p>\n<p><em>E</em><em><sub>c</sub></em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; modulus of elasticity of concrete (taken as <em>E</em><em><sub>cm</sub></em> in case of EN)</p>\n<p>Ø &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress, <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>G</em><em><sub>b</sub></em>/10<sup>5</sup>.</p>\n<h3>Anchorage spring</h3>\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>l</em><em><sub>b</sub></em>) is then calculated as follows:</p>\n<p>\\[l_b = \\left(1 - \\beta\\right)l_{b,net}\\]</p>\n<p>The intended reduction in <em>l</em><em><sub>b,net</sub></em> is equivalent to the activation of the reinforcing bar at its end at a percentage of its maximum capacity given by the anchorage reduction coefficient, as shown in Fig. 15a.</p>\n<figure data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/748b5346-4251-4154-b923-919c94d0c6d0/Model%20for%20the%20reduction%20of%20the%20anchorage%20length.PNG\" data-asset-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" data-image-id=\"6e05f6d3-2d4c-4c6c-90f0-89e34117415c\" alt=\"Fig. 19\t Model for the reduction of the anchorage length:  (a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship. \"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad &nbsp;Model for the reduction of the anchorage length:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) anchorage force along the anchorage length of the reinforcing bar; (b) slip-anchorage force constitutive relationship.}}}\\]</em></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. 15), which is defined by the constitutive model shown in Fig. 15b. The maximum force transmitted by this spring (<em>F</em><em><sub>au</sub></em>) is:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>where :</p>\n<p><em>β</em> &nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the anchorage coefficient based on anchorage type,</p>\n<p><em>A</em><em><sub>s</sub></em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the cross-section of the reinforcing bar,</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp; the design value (factored value) of the yield strength of the reinforcement.</p>"
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                            "value": "<p>Při výpočtu výsledků MSP se bere v úvahu pouze pružné chování betonu. Jinými slovy, pro beton se uvažuje nekonečný lineární diagram napětí a deformace. Při kontrole MSP lze zobrazit dlouhodobé nebo krátkodobé účinky. Jaký je rozdíl mezi těmito dvěma účinky? Přečtěte si článek níže (odstavec Beton MSP), kde se dozvíte více.</p>\n<ul>\n  <li><a data-item-id=\"1838439f-0398-4754-b0c9-6f627127a407\" href=\"\">Materiálový model (EN)</a></li>\n</ul>\n<h2>Napětí</h2>\n<p>Existují dvě možnosti zobrazení výsledků pro beton a výztuž:&nbsp;</p>\n<ul>\n  <li>poměr napětí a mezního napětí&nbsp;</li>\n  <li>samotné napětí&nbsp;</li>\n</ul>\n<p>Napětí se vypočítají pro <strong>charakteristické</strong> a<strong> kvazistálé</strong> kombinace zatížení.</p>\n<h4>Poměr napětí a limitního napětí</h4>\n<p>Výsledky jsou jasné na první pohled: Zelená barva znamená využití do 90 %, oranžová 90-100 % využití a červená nad 100 %.</p>\n<p>O tom, jak se mezní hodnota určuje, se dočtete v následujícím článku.</p>\n<ul>\n  <li><a data-item-id=\"70b033ed-8364-4692-a84d-8eda80f00dce\" href=\"\">Mezní stav použitelnosti</a></li>\n</ul>\n<figure data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d12601c9-32a1-408f-9b41-e031d5b6fc45/RC-D_06_20.png\" data-asset-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" data-image-id=\"9a616d2b-74cb-45c4-b2c1-c2c4e126973d\" alt=\"\"></figure>\n<figure data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45cd98c6-57b5-4373-a001-6e5c3ed8f5b8/RC-D_06_21.png.png\" data-asset-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" data-image-id=\"1ae8c1e4-5d61-421b-8f05-b54df99ec4c6\" alt=\"\"></figure>\n<h4>Napětí</h4>\n<p>Způsob zobrazení je podobný výsledkům MSÚ (v tomto případě je napětí z výpočtu s pružným chováním betonu). Lze zobrazit rozložení napětí v betonu σ<sub>c</sub> pro aplikovanou část zatížení. Známé také jako hlavní napětí σ<sub>2</sub>.</p>\n<figure data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6f65c964-8c56-4aac-a14c-4307bfde6a8d/RC-D_06_22.png\" data-asset-id=\"9d57f668-7250-467a-b305-817be6809f9c\" data-image-id=\"9d57f668-7250-467a-b305-817be6809f9c\" alt=\"\"></figure>\n<figure data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16c8bb7b-6bc7-4b9a-b27f-cf1075f7715a/RC-D_06_23.png\" data-asset-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" data-image-id=\"02dda510-4b1e-4b1e-bb64-81077f8e3a1d\" alt=\"\"></figure>\n<h2>Trhliny</h2>\n<p>V této části se seznámíte se všemi čtyřmi možnostmi zobrazení výsledků kontroly trhlin. Přečtěte si další články, kde se dozvíte více o výpočtu.</p>\n<ul>\n  <li><a data-item-id=\"2ebdaf9c-827f-4fd6-9f82-28bc96970a64\" href=\"\">Hlavní předpoklady a limity CSFM</a></li>\n  <li><a data-item-id=\"b42f7f51-b2ee-464e-bfeb-5170776cbd10\" href=\"\">Konstrukční ověření prvků v IDEA StatiCa Detail</a></li>\n</ul>\n<p>Trhliny se počítají pouze pro kombinace <strong>kvazistálého</strong> zatížení.</p>\n<h4>Poměr šířky trhliny a limitní šířky trhliny</h4>\n<p>Mezní hodnotu w<sub>lim</sub> lze nastavit na horním pásu karet. Standardně je podle Eurokódu nastavena hodnota w<sub>lim</sub> = 0,3 mm. Výsledky jsou opět barevně odlišeny (zelená/oranžová/červená), aby byla kontrola zřejmá na první pohled.</p>\n<figure data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fa5bdd1-ec85-4575-9e0f-6d26ce70c206/RC-D_06_24.png\" data-asset-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" data-image-id=\"0b4f0d29-6d96-4cc6-a8fe-ea633f20f628\" alt=\"\"></figure>\n<h4>Šířka trhliny&nbsp;</h4>\n<p>Tato funkce slouží k zobrazení šířky trhliny pro každý jednotlivý prvek výztuže.&nbsp;</p>\n<figure data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97bc905a-76c9-4b12-abe1-3a93c71cdf2b/RC-D_06_25.png\" data-asset-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" data-image-id=\"46fb1a3f-e513-4d03-9c50-04a9f4ca4c16\" alt=\"\"></figure>\n<h4>Vzdálenost mezi trhlinami</h4>\n<p>Viz odkazy na začátku stránky. Článek vysvětluje metodu výpočtu vzdálenosti mezi stabilizovanými trhlinami.</p>\n<figure data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcb4dbbc-29b3-48bb-a1f1-72cdb456b0b6/RC-D_06_26.png\" data-asset-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" data-image-id=\"62e5dda7-3887-421b-a4ec-b4afe26fcbda\" alt=\"\"></figure>\n<p>Prezentace vzdálenosti trhlin je pouze schematická. Nezobrazuje vzdálenost trhlin vypočtenou pro výpočet.</p>\n<h4>Nevyztužená oblast</h4>\n<p>Šířka trhliny se kontroluje pouze v blízkosti výztuže. Kontrola trhlin se neprovádí v nevyztužených zónách.</p>\n<p>Tento výsledek jednoduše ukazuje nevyztužené oblasti, kde se pravděpodobně objeví trhliny. Doporučuje se navrhnout zesílení těchto oblastí.</p>\n<figure data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f60ea99-7197-4ee8-865e-2e282fdf60ef/RC-D_06_27.png\" data-asset-id=\"60363106-9502-4217-9931-e493c71e7e5b\" data-image-id=\"60363106-9502-4217-9931-e493c71e7e5b\" alt=\"\"></figure>\n<h2>Průhyby</h2>\n<p>See the options below:</p>\n<ul>\n  <li><em>u</em><em><sub>z,st</sub></em> - <strong>Okamžitý průhyb</strong> způsobený celkovým zatížením - vypočtený <strong>s krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,lt</sub></em> -<strong>Dlouhodobý průhyb</strong> způsobený dlouhodobým zatížením (trvalý a předpínací typ zatížení) - vypočtený s <strong>dlouhodobými tuhostmi Ec,eff</strong>. Jinými slovy, jsou zahrnuty součinitele dotvarování.</li>\n  <li><em>Δu</em><em><sub>z</sub></em> - <strong>Přírůstek průhybu</strong> způsobený krátkodobým zatížením (proměnný typ zatížení) - vypočtený s <strong>krátkodobými tuhostmi Ec.</strong></li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> = u</em><em><sub>z,lt</sub></em><em>&nbsp;+ Δu</em><em><sub>z</sub></em><sub>&nbsp;</sub></li>\n</ul>\n<p>Průhyby se počítají pouze pro <strong>charakteristické</strong> kombinace zatížení.</p>\n<figure data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/815bac57-2809-4383-b0cc-abfa3349b443/RC-D_06_29.png\" data-asset-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" data-image-id=\"e4454c67-f23e-461a-baac-97d2a3b92614\" alt=\"\"></figure>\n<p>Kromě tabulkových hodnot v části Data můžete zobrazit deformovaný tvar. Můžete také upravit měřítko deformace.</p>\n<p>Kromě zobrazení deformací je také možné provést <strong>kontrolu průhybu</strong>. Můžete si vybrat mezi dvěma kontrolami - <strong>přírůstkovou</strong> a <strong>celkovou</strong>.</p>\n<ul>\n  <li><em>Δu</em><em><sub>z</sub></em><em> / Δu</em><em><sub>z,lim</sub></em> - Přírůstek</li>\n  <li><em>u</em><em><sub>z,tot</sub></em><em> / Δu</em><em><sub>z,lim</sub></em>&nbsp;- Celkový</li>\n</ul>\n<p><em>Δu</em><em><sub>z,lim</sub></em> a <em>Δu</em><em><sub>z,lim</sub></em> lze ručně nastavit v kontrolním panelu Průhyby na horní liště.</p>\n<figure data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9efce2e8-54f2-4fe3-8fcb-700d0bc1bd32/RC-D_06_30.png\" data-asset-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" data-image-id=\"929831b6-68db-4720-bfd3-e7c27d1cfd85\" alt=\"\"></figure>\n<p>Kontrola průhybu není povolena pro oříznuté konce.&nbsp;&nbsp;</p>\n<h2>Praktický příklad</h2>\n<p>Praktický příklad zobrazení výsledků najdete ve videu z dřívějšího webináře. Vzhledem k tomu, že máme k dispozici dva identické modely, které se liší způsobem použití, můžeme zkontrolovat a porovnat výsledky u obou.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_0bdb135\"></object>"
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            "value": "<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability and one for ultimate limit state load combinations. The serviceability analysis assumes that the ultimate behavior of the element is satisfactory, and the yield conditions of the material will not be reached at serviceability load levels. This approach enables the use of simplified constitutive models (with a linear branch of concrete stress-strain diagram) for serviceability analysis to enhance numerical stability and calculation speed. Therefore, it is recommended the use the workflow presented below, in which the ultimate limit state analysis is carried out as the first step.</p>\n<h3>Ultimate limit state analysis</h3>\n<p>The different verifications required by specific design codes are assessed based on the direct results provided by the model. ULS verifications are carried out for concrete strength, reinforcement strength, and anchorage (bond shear stresses).</p>\n<p>To ensure a structural element has an efficient design, it is highly recommended to run a preliminary analysis which takes into account the following steps:</p>\n<ul>\n  <li>Choose a selection of the most critical load combinations.</li>\n  <li>Calculate only Ultimate Limit State (ULS) load combinations.</li>\n  <li>Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 19)).</li>\n</ul>\n<figure data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe4d74-d599-4c9d-a62d-8e448a66360a/Mesh%20multiplier.PNG\" data-asset-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" data-image-id=\"8c27dc0f-1cfe-4026-bbf5-4b51604c3558\" alt=\"Fig. 23\tMesh multiplier.\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Mesh multiplier.}}}\\]</em></p>\n<p>Such a model will calculate very quickly, allowing designers to review the detailing of the structural element efficiently and re-run the analysis until all verification requirements are fulfilled for the most critical load combinations. Once all the verification requirements of this preliminary analysis are fulfilled, it is suggested that the complete ultimate load combinations be included and the use of fine mesh size (the mesh size recommended by the program). User can change mesh size by the multiplier, which can reach values from 0.5 to 5 (Fig. 19).</p>\n<p>The basic results and verifications (stress, strain, and utilization (i.e., the calculated value/limit value from the code), as well as the direction of principal stresses in the case of concrete elements) are displayed by means of different plots where compression is generally presented in red and tension in blue. Global minimum and maximum values for the entire structure can be highlighted as well as minimum and maximum values for every user-defined part. In a separate tab of the program, advanced results such as tensor values, deformations of the structure, and reinforcement ratios (effective and geometric) used for computing the tension stiffening of reinforcing bars can be shown. Furthermore, loads and reactions for selected combinations or load cases can be presented.</p>\n<h3>Serviceability limit state analysis</h3>\n<p>SLS assessments are carried out for stress limitation, crack width, and deflection limits. Stresses are checked in concrete and reinforcement elements according to the applicable code in a similar manner to that specified for the ULS.</p>\n<p>The serviceability analysis contains certain simplifications of the constitutive models which are used for ultimate limit state analysis. A perfect bond is assumed, i.e., the anchorage length is not verified at serviceability. Furthermore, the plastic branch of the stress-strain curve of concrete in compression is disregarded, while the elastic branch is linear and infinite. These simplifications enhance the numerical stability and calculation speed, and do not reduce the generality of the solution as long as the resultant material stress limits at serviceability are clearly below their yielding points (as required by standards). Therefore, the simplified models used for serviceability are only valid if all verification requirements are fulfilled.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___crack_width_calcul\"></object>"
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                    "value": "<p>The design and assessment of concrete elements are normally performed at the sectional (1D-element) or point (2D-element) level. This procedure is described in all standards for structural design, e.g., in (EN 1992-1-1), and it is used in everyday structural engineering practice. However, it is not always known or respected that the procedure is only acceptable in areas where Bernoulli-Navier hypothesis of plane strain distribution applies (referred to as B-regions). The places where this hypothesis does not apply are called discontinuity or disturbed regions (D-Regions). Examples of B and D regions of 1D-elements are given in (Fig. 1). These are, e.g., bearing areas, parts where concentrated loads are applied, locations where an abrupt change in the cross-section occurs, openings, etc. When designing concrete structures, we meet a lot of other D-Regions such as walls, bridge diaphragms, corbels, etc.&nbsp;</p>\n<figure data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc96c2fd-25aa-43fd-b6d5-556b5242b9cf/Discontinuity%20regions.png\" data-asset-id=\"874c8092-fb41-44c6-804d-52727044d470\" data-image-id=\"874c8092-fb41-44c6-804d-52727044d470\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Discontinuity regions (Navrátil et al. 2017)}}}\\]</em></p>\n<p>In the past, semi-empirical design rules were used for dimensioning discontinuity regions. Fortunately, these rules have been largely superseded over the past decades by strut-and-tie models (Schlaich et al., 1987) and stress fields (Marti 1985), which are featured in current design codes and frequently used by designers today. These models are mechanically consistent and powerful tools. Note that stress fields can generally be continuous or discontinuous and that strut-and-tie models are a special case of discontinuous stress fields.</p>\n<p>Despite the evolution of computational tools over the past decades, Strut-and-Tie models are essentially still used as hand calculations. Their application for real-world structures is tedious and time-consuming since iterations are required, and several load cases need to be considered. Furthermore, this method is not suitable for verifying serviceability criteria (deformations, crack widths, etc.).</p>\n<p>The interest of structural engineers in a reliable and fast tool to design D-regions led to the decision to develop the new Compatible Stress Field Method, a method for computer-aided stress field design that allows the automatic design and assessment of structural concrete members subjected to in-plane loading.</p>\n<p>The Compatible Stress Field Method is a continuous FE-based stress field analysis method in which classic stress field solutions are complemented with kinematic considerations, i.e., the state of strain is evaluated throughout the structure. Hence, the effective compressive strength of concrete can be automatically computed based on the state of transverse strain in a similar manner as in compression field analyses that account for compression softening&nbsp; (Vecchio and Collins 1986; Kaufmann and Marti 1998) and the EPSF method (Fernández Ruiz and Muttoni 2007). Moreover, the CSFM considers tension stiffening, providing realistic stiffnesses to the elements, and covers all design code prescriptions (including serviceability and deformation capacity aspects) not consistently addressed by previous approaches. The CSFM uses common uniaxial constitutive laws provided by design standards for concrete and reinforcement. These are known at the design stage, which allows the partial safety factor method to be used. Hence, designers do not have to provide additional, often arbitrary material properties as are typically required for non-linear FE-analyses, making the method perfectly suitable for engineering practice.</p>\n<p>To foster the use of computer-aided stress fields by structural engineers, these methods should be implemented in user-friendly software environments. To this end, the CSFM has been implemented in <em>IDEA StatiCa Detail</em>; a new user-friendly commercial software developed jointly by ETH Zurich and the software company IDEA StatiCa in the framework of the DR-Design Eurostars-10571 project.</p>"
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                    "value": "<h2>1 Nový projekt</h2>\n<p>Spusťme <strong>IDEA StatiCa </strong>(<a data-item-id=\"0dff6482-3e17-4ca2-bb66-b4abc6a8dde4\" href=\"\">stáhněte si nejnovější verzi</a>) a vyberte aplikaci <strong>Detail</strong>. Nový projekt založíme kliknutím na 2D Detail se sekcí Obecné zadání, vybereme správnou třídu betonu a krytí. Nastavení dokončíme kliknutím na tlačítko <strong>Vytvořit</strong>.</p>\n<figure data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fe21d78b-0647-4837-8b89-24e8ce24ca29/1_1%20New%20project.png\" data-asset-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" data-image-id=\"51ba599d-8de7-4cc0-bb50-27eac77cab6c\" alt=\"\"></figure>\n<figure data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97919dd3-c3af-412c-a7c6-7f236eab183d/1_2%20New%20project.png\" data-asset-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" data-image-id=\"cc9ecd14-d5ec-4563-afca-429b96ad5c22\" alt=\"\"></figure>\n<p>Tím se načte prázdný projekt, ve kterém začneme od nuly.</p>\n<h2>2 Geometrie</h2>\n<p>Začněte přidáním prvku stěny pomocí tlačítka <strong>Import</strong> <strong>DXF</strong>.</p>\n<figure data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6778c05d-0b68-4c71-9e34-a83db2822936/2_1%20Geometry.png\" data-asset-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" data-image-id=\"b56414c4-957f-4a00-9fd2-216223d4b60f\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupný ve zdrojových souborech) přistane dialogové okno pro výběr. Vyberte část obrysu zhlaví pilíře (pokud jste v DXF použili čáry, pokračujte tlačítkem Consecutive) a klikněte na <strong>Obrys</strong>. Výběr dokončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7ac3717-3e8a-4d71-bef7-53a90dbb06db/2_2%20Geometry.png\" data-asset-id=\"ed360367-4110-4723-b943-94c2958aea56\" data-image-id=\"ed360367-4110-4723-b943-94c2958aea56\" alt=\"\"></figure>\n<p>Poté <strong>importujte</strong> horní část uzávěru mola ze stejného souboru DXF.</p>\n<figure data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f79bfee-8f3e-40d2-b06e-9b5f370ed524/2_3%20Geometry.png\" data-asset-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" data-image-id=\"49b8bcec-0c83-4f13-869a-9af90392ebf4\" alt=\"\"></figure>\n<p>Tvary prvků stěny byly vygenerovány pomocí DXF, ale ve 2D referenci DXF chybí informace o tloušťce, proto je nyní musíte upravit ručně. Nastavte hodnotu <strong>Tloušťka</strong> pro prvky <strong>W1</strong> i <strong>W2</strong> na <strong>1,20 m</strong>.</p>\n<figure data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56914c67-b574-4458-9c75-6300515250cc/2_4%20Geometry.png\" data-asset-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" data-image-id=\"7dabe2fa-1b90-4805-a503-8a1f665d1091\" alt=\"\"></figure>\n<p>V tuto chvíli je naše konstrukce staticky přeurčitá, je třeba přidat okrajové podmínky. Chcete-li vytvořit <a data-item-id=\"5a121972-f384-4f14-8788-9da298e1aae1\" href=\"\"><strong>liniovou podporu</strong></a>, klikněte na tlačítko <strong>Položka modelu</strong> a vyberte třetí typ v sekci <strong>Podpory</strong>.</p>\n<figure data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/902146d1-35d7-494d-ad33-0c533d6371d8/2_5%20Geometry.png\" data-asset-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" data-image-id=\"85d75495-728d-45ce-a0c9-55f8e7da6594\" alt=\"\"></figure>\n<p>Podporu <strong>omezíme</strong> ve směrech <strong>X</strong>, <strong>Z</strong> a <strong>Ry</strong> a změníme číslo <strong>hrany</strong> na <strong>7</strong>. Vypněte také funkci <strong>Pouze tlak</strong>. Čísla hran jsou vidět v <strong>hlavním okně</strong>.</p>\n<figure data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b851c91-a374-48ef-910b-f714f94bf4ae/2_6%20Geometry.png\" data-asset-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" data-image-id=\"28cd534b-fe6b-4603-ac41-d43e0436916f\" alt=\"\"></figure>\n<p>Protože by bodová síla umístěná přímo na hranu zhlaví pilíře lokálně porušila beton v tlaku, použijeme roznášecí desky, které zatížení rozloží rovnoměrněji. Chcete-li ji přidat, stiskněte ještě jednou tlačítko <strong>Položka modelu</strong> a v sekci <strong>Prvky pro přenos zatížení</strong> vyberte první z nich - <a data-item-id=\"1d52ff19-b6b3-5290-905a-178825f7cdc1\" href=\"\"><strong>Roznášecí&nbsp; desku</strong></a>.</p>\n<figure data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f214f09d-65b0-4caf-9a4b-42a77221348d/2_7%20Geometry.png\" data-asset-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" data-image-id=\"0bcce3af-dc3d-45e0-875e-0899ae84ff19\" alt=\"\"></figure>\n<p>Změňte <strong>šířku</strong> na <strong>0,40 m</strong> a <strong>tloušťku</strong> na <strong>0,04 m</strong>, dále číslo <strong>hrany</strong> na <strong>3</strong> a posuňte její <strong>polohu X</strong> na <strong>0,45 m</strong>.</p>\n<figure data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50355c70-edcd-43fd-a8db-dea4af49c1f1/2_8%20Geometry.png\" data-asset-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" data-image-id=\"9b55b426-71ca-42eb-a271-401c9c34edf5\" alt=\"\"></figure>\n<p>Poté <strong>zkopírujte</strong> <strong>Roznášecí desku</strong> a změňte její polohu tak, aby byla měřena <strong>Od konce</strong>.</p>\n<figure data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0eac1da7-c569-4dc1-ad01-4c005e088d98/2_9%20Geometry.png\" data-asset-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" data-image-id=\"53bbefc5-dda4-4ed2-81ef-d036116d43f0\" alt=\"\"></figure>\n<h2>3 Zatížení</h2>\n<p>Zatěžovací stav se vytvoří po kliknutí na tlačítko <strong>Load Case</strong> a ve výchozím nastavení je určen pro <strong>Stálé</strong> účinky. Potřebujete dva zatěžovací stavy, abyste rozlišili stálá a proměnná zatížení, a tři kombinace, abyste pokryli jednu kombinaci MSÚ a dvě kombinace MSP (charakteristické a kvazi-stálé) pro všechny kontroly.</p>\n<figure data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/64b6b1b0-2105-4f7d-89db-9588533f35d8/3_1%20Loads.png\" data-asset-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" data-image-id=\"b2f03b16-0201-4e17-b574-de607fbf91a8\" alt=\"\"></figure>\n<p>Upravíme automaticky přidaný zatěžovací stav <strong>LC1</strong> pro trvalé účinky. V záložce <strong>Zatěžovací impulsy</strong> klikneme na tlačítko <strong>Plus</strong> a použijeme <strong>Bodová zatížení</strong>. To se automaticky umístí na jednu z ložiskových desek.</p>\n<figure data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73eccf54-b16e-4d04-a79d-975a253174d4/3_2%20Loads.png\" data-asset-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" data-image-id=\"133d1a9c-9ec2-4d5c-b546-f7e6cb3e40e5\" alt=\"\"></figure>\n<p>Nyní změníme jeho hodnotu na <strong>-2500 kN</strong>.</p>\n<figure data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e8e5a8b2-e039-4b6d-a19b-bd1ab5215a04/3_3%20Loads.png\" data-asset-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" data-image-id=\"7613b782-5d53-4adb-a49a-53ab1e9e90c8\" alt=\"\"></figure>\n<p>Zkopírujte toto Bodové zatížení na druhou roznášecí desku <strong>BP2</strong>.</p>\n<figure data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee28dab2-90d2-42f3-b772-475d518de122/3_4%20Loads.png\" data-asset-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" data-image-id=\"5552e8cd-23e8-462c-9e93-ae416d4aff63\" alt=\"\"></figure>\n<p>Zkopírujte zatěžovací stav 1 a změňte typ na <strong>proměnné</strong>. Klikněte na položku Bodové zatížení a změňte sílu na <strong>-1000 kN</strong>.</p>\n<figure data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7d574c49-bd02-4af9-9011-0a3b1130d9e6/3_5%20Loads.png\" data-asset-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" data-image-id=\"50f3925c-d1e3-43c5-b069-28e6b57cc7ad\" alt=\"\"></figure>\n<p>Opakujte kroky pro poslední bodové zatížení.</p>\n<figure data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/20e05d97-1652-4bf4-b997-f6fcda13a155/3_6%20Loads.png\" data-asset-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" data-image-id=\"79bdbc02-821f-4f20-b7d3-37e64d2f547d\" alt=\"\"></figure>\n<p>Vytvoříme první nelineární kombinaci pomocí tlačítka <strong>Combination</strong> a nastavíme ji jako mezní stav MSÚ.</p>\n<figure data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/17bb129d-f8dd-4c81-97ca-18f6fb7fecc3/3_7%20Loads.png\" data-asset-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" data-image-id=\"d0815179-0b84-44f0-84b0-7437351d3dc5\" alt=\"\"></figure>\n<p>Zkopírujte C1 a zvolte <a data-item-id=\"64fe8853-4024-409f-9e71-8e2007782f5b\" href=\"\"><strong>MSP</strong></a><strong> charakteristiku. </strong>Kromě toho je k dispozici možnost pro posouzení kombinace na průhyb a šířku trhliny jak pro danou kombinaci, tak jednotlivě. Pro kombinaci <strong>Charakteristika</strong> zvolte Aktivní pro kontrolu <strong>průhybu</strong> podle obrázku níže.</p>\n<figure data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7e8dcb4-07a9-44ba-b7db-5dae47d39f18/3_8%20Loads.png\" data-asset-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" data-image-id=\"fa5ca9d3-4f8a-4824-b425-29a218e3a820\" alt=\"\"></figure>\n<p>Nyní můžete postup zopakovat, <strong>zkopírovat</strong> C2 a pro novou C3 zvolit <strong>MSP Kvazistálá </strong>. Kombinaci <strong>Kvazistálou </strong>aktivujte pouze pro výpočet <strong>šířky trhliny</strong>.</p>\n<figure data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/49282476-6070-4ee9-a3da-8ba806c532db/3_9%20Loads.png\" data-asset-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" data-image-id=\"5b924e5f-43c1-41f0-818a-7cb1bfc7eafc\" alt=\"\"></figure>\n<p>Nyní změňte dílčí součinitele pro všechny kombinace. To provedete tak, že v libovolné definované kombinaci kliknete na <strong>ikonu pera</strong> a změníte dílčí faktory, které vidíte na následujícím obrázku.</p>\n<figure data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/87b44d74-eede-4ef9-aab9-5b75c7ad351b/3_10%20Loads.png\" data-asset-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" data-image-id=\"3bc7fadd-3912-48f8-8000-0d91cb0af453\" alt=\"\"></figure>\n<p>Všimněte si, že výpočty se provádějí pouze pro kombinace zatěžovacích stavů, které jsou zaškrtnuté ve stromu operací, nikoli pro jednotlivé zatěžovací stavy.</p>\n<h2>4 Vyztužení</h2>\n<p>Dalším krokem je <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\"><strong>vyztužení</strong></a> modelu. Zkombinujte definici od začátku v aplikaci IDEA StatiCa s dávkovým importem výztuže ze souboru <strong>DXF</strong>. V tomto tutoriálu předpokládáme, že uživatel ví, jak vyztužit zhlaví pilíře, a předem si připravil nějakou <a data-item-id=\"a0e85d28-23e6-4006-94d6-f334c2be9b67\" href=\"\">výztuž</a> v DXF z výkresů, proto nástroje pro návrh výztuže ponecháme na jiný tutoriál.</p>\n<p>Klepněte na tlačítko <strong>Import</strong> <strong>DXF</strong> a vyberte entitu Skupina vložek.</p>\n<figure data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e51e193e-5772-4e02-9724-efe612a9955f/4_1%20Reinforcement.png\" data-asset-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" data-image-id=\"f5126442-836e-4f7b-929a-d56d2b4c1162\" alt=\"\"></figure>\n<p>Zobrazí se dialogové okno pro vyhledání a otevření požadovaného souboru DXF. Po výběru souboru <strong>pier_cap.dxf</strong> (dostupného ve zdrojových souborech) přistane dialog pro výběr. Vyberte všechny potřebné polylinie (tvar výztuže) v pořadí znázorněném na následujícím obrázku a za každou polyliinií klikněte na tlačítko <strong>Vybrat</strong> (pořadí není obecně důležité, v tomto tutoriálu chceme jen sledovat, když mluvíme o konkrétním názvu položky). Výběr ukončete tlačítkem <strong>OK</strong>.</p>\n<figure data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7433e93f-9795-495a-a20d-9e4f2ef5f1d5/4_3%20Reinforcement.png\" data-asset-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" data-image-id=\"2e870d3c-beb7-4d83-96f3-92739983e310\" alt=\"\"></figure>\n<p>Soubor 2D DXF přenáší globální šířku polylinie jako průměr pro každou výztuž, ale neobsahuje informace o počtu prutů v kolmém směru a musíme je upravit ručně. Díky funkci <a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\">vícenásobné editace</a> můžeme zajistit všechny změny pro všechny entity výztuže najednou.</p>\n<p>Podržíme <strong>klávesu Ctrl</strong> a vybereme všechny importované výztuže, změníme počet vložek ve vrstvě na <strong>10 </strong>a průměr na <strong>20 mm</strong>.</p>\n<figure data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/522a97b6-22e0-4aa6-956d-ea0b8ffb70ee/4_4%20Reinforcement.png\" data-asset-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" data-image-id=\"33ec1295-68ad-494c-a3c3-a5f71e4f89cc\" alt=\"\"></figure>\n<p>Pro dokončení vyztužování v tomto příkladu zkombinujte import z DXF s výztuží definovanou v IDEA StatiCa Detail. V tomto případě přidejte několik vodorovných a podélných výztuží do zhlaví pilíře a několik vrstev výztuže představujících třmínky v pilíři. Klikněte na tlačítko <strong>Sestava výztuže</strong> a vyberte první položku výztuže <strong>Skupina vložek</strong>.</p>\n<figure data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3027cb33-110c-4b80-a470-01af1345750a/4_5%20Reinforcement.png\" data-asset-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" data-image-id=\"fa4a932c-e111-4839-a1c5-55cbb6c7975b\" alt=\"\"></figure>\n<p>Změňte definici na možnost <strong>Na hraně obrysu nebo otvoru</strong>. Poté upravte počet vrstev, jejich vzdálenosti, průměr, počet prutů ve vrstvě, typ <a data-item-id=\"2b523983-1e01-41c9-bad0-5807b5485059\" href=\"\">kotvení</a> pro oba konce a hrany podle následujícího obrázku:</p>\n<figure data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/233bba37-5214-421f-9646-9fa9cf49e2ca/4_6%20Reinforcement.png\" data-asset-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" data-image-id=\"26fd362e-faa0-46f2-bee8-f94379378482\" alt=\"\"></figure>\n<p>Pomocí funkce <strong>kopírování</strong> vytvořte <strong>GB6,</strong> který bude představovat třmínky, a přepněte hranu na <strong>7</strong>. Nastavte všechny parametry podle následujícího obrázku:</p>\n<figure data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a628132-4994-469e-9917-872f31fcbc0b/4_7%20Reinforcement.png\" data-asset-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" data-image-id=\"53ae292c-4fb6-4f31-b595-85c4fc4c8c29\" alt=\"\"></figure>\n<p>Poslední položky výztuže představí podélnou výztuž zhlaví pilíře. Za tímto účelem <strong>přidejte novou skupinu vložek</strong>. Změňte její vlastnosti následujícím způsobem:</p>\n<figure data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a78bd3ba-73dd-4b26-98a0-692b54ad5b09/4_8%20Reinforcement.png\" data-asset-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" data-image-id=\"293450a5-ac45-42f9-99f6-fff86ba8cde1\" alt=\"\"></figure>\n<p>Naposledy použijte tlačítko <strong>Kopírovat</strong>. Změňte hodnotu hrany na <strong>8</strong>.</p>\n<figure data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62b5c0a1-9129-4b33-ae51-650f7cc3ac20/4_9%20Reinforcement.png\" data-asset-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" data-image-id=\"9fc368d8-b05f-4e7e-b35d-325ab88796e3\" alt=\"\"></figure>\n<p>Po přidání a úpravě všech výztuh můžeme spustit výpočet kliknutím na tlačítko <strong>Vypočítat</strong>.</p>\n<figure data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fa95121e-d453-4304-80e6-85dda909891c/4_10%20Reinforcement.png\" data-asset-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" data-image-id=\"33ee2cb4-19a0-4435-bf05-ea1f263be8ba\" alt=\"\"></figure>\n<h2>5 Výpočet a kontrola</h2>\n<p>Analýzu spustíme kliknutím na tlačítko <strong>Výpočet</strong> na pásu karet. Automaticky se vygeneruje model analýzy, provedou se výpočty a zobrazí se souhrn posudků spolu s hodnotami výsledků posudků.</p>\n<figure data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7c9cdd56-cdb0-4c8b-963f-6b0dc4669234/5_1%20Check.png\" data-asset-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" data-image-id=\"c310c8a9-405a-407d-bae2-0f380acbe2e5\" alt=\"\"></figure>\n<p>Chcete-li projít podrobné kontroly jednotlivých komponent, začněte na kartě <strong>Pevnost</strong>. Zde se zobrazí konkrétní kontroly, jako je využití v napětí, hlavní napětí, deformace a mapa redukčního součinitele kc<sub>,</sub> kterou lze přepínat na pásu karet.</p>\n<figure data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c4aa00e-48cc-409e-bc79-21d28e55a786/5_2%20Check.png\" data-asset-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" data-image-id=\"87bd3bff-ee4a-4cf7-9490-a685fe5e1c3e\" alt=\"\"></figure>\n<p>Pro podrobné výsledky výztuže je třeba kliknout na řádek <strong>Výztuž</strong>. Tím se změní ikony na pásu karet a zobrazí se tabulka výsledků. Můžete si zobrazit výsledky pro přetvoření a napětí v jednotlivých prutech a jejich využití.</p>\n<figure data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aa19009c-39f5-4c08-bba0-493ac6d5a4ef/5_3%20Check.png\" data-asset-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" data-image-id=\"4dac15a1-9f3a-4039-b532-47ac9a19e21a\" alt=\"\"></figure>\n<p>Všechny výsledky lze zobrazit stejným způsobem. Ukažme si rozdíl v pásu karet pro SLS kontroly <a data-item-id=\"9e7e995c-6e74-422f-af6e-88a8d7fe047f\" href=\"\">šířky trhliny</a> a průhybu. Kromě ikon pro přepínání mezi výsledky jsou v pásu karet je k dispozici nastavení pro nastavení mezní hodnoty trhlin nebo pro zobrazení výsledků průhybů z krátkodobých/dlouhodobých modelů.</p>\n<figure data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/79b005fd-2d09-4e79-a97b-d45dc3c4fbd4/5_4%20Check.png\" data-asset-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" data-image-id=\"61faf394-9e26-4c85-b7c3-0c450dbcb495\" alt=\"\"></figure>\n<figure data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bea7f38c-6c84-49f0-8502-66bfb347093e/5_5%20Check.png\" data-asset-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" data-image-id=\"67aab4ff-4acd-45be-883c-775f9612870f\" alt=\"\"></figure>\n<h2>6 Zpráva</h2>\n<p>Nakonec přejděte do okna <strong>Report</strong>. IDEA StatiCa nabízí plně přizpůsobitelný report, který lze vytisknout nebo uložit v editovatelném formátu.</p>\n<figure data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e3c18c1-a97e-4301-8ee4-31b1ed278382/6_1%20Report.png\" data-asset-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" data-image-id=\"982806dc-d702-4e8e-8c84-cfa8336ce687\" alt=\"\"></figure>\n<figure data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/33137b76-efe1-4357-a046-99a24413aa88/6_2%20Report.png\" data-asset-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" data-image-id=\"c4a06b84-478b-437a-ac93-3cb615623ae6\" alt=\"\"></figure>\n<p>Navrhli jste, optimalizovali a zkontrolovali podle Eurokódu zhlaví pilíře.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"idea_statica_tutorial___pier_cap_from_dxf_2495f70\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n630d000b_42c6_0161_3e66_e8916e9d326c\"></object>"
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                    "value": "<p>Jakmile je oblast diskontinuity navržena a posouzena podle normy, je čas vytvořit protokol. Není nutné vytvářet protokol ručně pomocí print-screenu obrázků, vytváření tabulek a psaní textu. Stačí použít funkci <strong>Protokol</strong> v aplikaci. Protokol si můžete nastavit podle vás - co se má zobrazit, nebo ne. Obrázky, tabulky a popisy se vytvoří automaticky. Můžete dokonce přidávat vlastní obrázky.</p>\n<h2>Základní struktura protokolu</h2>\n<p>Nejprve vyberte typ protokolu. K dispozici jsou dvě možnosti.</p>\n<ul>\n  <li>Stručný protokol</li>\n  <li>Detailní prokotol</li>\n</ul>\n<p><strong>Stručný protokol</strong> je stručným shrnutím projektu a jeho výsledků.&nbsp;</p>\n<figure data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dca0634e-daa2-4713-a210-e66c129b2af8/RC-D_07_02.png\" data-asset-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" data-image-id=\"e5f7b211-0d2c-47e1-9723-d6758407e75b\" alt=\"\"></figure>\n<p>Nebo můžete vygenerovat <strong>Detailní protokol</strong>, do kterého vložíte podrobné informace o projektu a jeho výsledcích.&nbsp;</p>\n<figure data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0adc8c89-df72-42f2-892a-5bb21702df2f/RC-D_07_03.png\" data-asset-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" data-image-id=\"2838c758-f03e-48b5-b97e-e4fb0666c747\" alt=\"\"></figure>\n<h2>Protokol</h2>\n<p>Na začátku protokolu najdete úvod a přehled projektu jako <strong>Údaje o projektu</strong>, <strong>Souhrnné stručné výsledky</strong>, <strong>Materiály a Průřez</strong>.</p>\n<figure data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4b2c61b-408c-4478-8e79-0a696a3c097e/RC-D_07_04.png\" data-asset-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" data-image-id=\"ee9dc5ca-84c6-453a-b526-e524920ea73a\" alt=\"\"></figure>\n<h4>Uživatelský odstavec</h4>\n<p>Je možné přidat <strong>Uživatelský odstavec</strong> s dalšími informacemi - popis jednotlivých položek projektu.</p>\n<figure data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3be7695-2864-4861-8cd3-c5875c0fa1a1/RC-D_07_05.png\" data-asset-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" data-image-id=\"7d7abe81-255b-4fe3-bf75-5c5b19e45f5b\" alt=\"\"></figure>\n<p>Jak je znázorněno na obrázku, přejděte na položku Data projektu a definujte obecnou.</p>\n<figure data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4b9bc384-9960-4877-806b-c9115a79bb6d/RC-D_07_06.png\" data-asset-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" data-image-id=\"963c8c74-51e8-4b69-8a87-5077838a744f\" alt=\"\"></figure>\n<p>Chcete-li nastavit Uživatelský odstavec pro jednotlivou položku projektu, přejděte do oblastí diskontinuit, vyberte oblast diskontinuity a napište odstavec.</p>\n<figure data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1d038fef-417b-4923-bb84-d3fa0be95c15/RC-D_07_07.png\" data-asset-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" data-image-id=\"e2615691-e54d-4a70-bc5a-39cccbecf599\" alt=\"\"></figure>\n<h2>Položky projektu</h2>\n<p>V aplikaci IDEA Statica Detail je možnost mít v jednom souboru více položek projektu (oblastí diskontinuity). A tedy i pro sestavu je možné vygenerovat všechny položky projektu nebo jen vybrané. Výběr se provádí na kartě Data v nastavení protokolu.</p>\n<figure data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bf14c9d8-51c3-4802-b7bd-9a648a72e8a2/RC-D_07_08.png\" data-asset-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" data-image-id=\"e51877ba-0b7b-4f64-8149-a6e02ef90ea5\" alt=\"\"></figure>\n<p>Projděme si nastavení jednotlivých položek projektu.&nbsp;</p>\n<h4>Geometrie</h4>\n<p>Můžete zobrazit obraz geometrie detailů nebo podoblasti a tabulku geometrie. Lze také řídit relativní šířku obrázku.</p>\n<figure data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/293bcb1f-908d-4ef6-b382-8c0e402aec3a/RC-D_07_09.png\" data-asset-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" data-image-id=\"f6058703-8dd5-4c66-af9e-c4bc93eaa89d\" alt=\"\"></figure>\n<p>Možná jste si všimli, že třetí tlačítko je na obrázku vypnuté. Toto tlačítko umožňuje přidávat do kapitoly uživatelsky definované obrázky prostřednictvím funkce galerie. &nbsp;</p>\n<h4>Zatížení</h4>\n<p>Je možné zobrazit obrázky nebo tabulky libovolné kombinace zatížení. Relativní šířku obrázku lze ovládat, stejně jako počet obrázků v jednom řádku. Kromě toho lze zobrazit zatěžovací stavy zahrnuté do aktivních kombinací.&nbsp;</p>\n<figure data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ba9826a-22b8-4a1c-8fc0-bbdc61fa33cf/RC-D_07_10.png\" data-asset-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" data-image-id=\"d6fc00a1-9950-4a15-84c6-1b46028577a6\" alt=\"\"></figure>\n<h4>Topologická optimalizace</h4>\n<p>Tlačítko zapne zobrazení optimalizace topologie pro všechny posuzované kombinace.</p>\n<figure data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/27f8b285-4b4f-4eb9-ab4a-e4f4ca807a81/RC-D_07_11.png\" data-asset-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" data-image-id=\"11468e2d-c1c8-47f0-b705-d33ac4bf5eec\" alt=\"\"></figure>\n<h4>Vyztužení</h4>\n<p>Můžete povolit schéma vyztužení nebo přidat uživatelské obrázky z galerie.</p>\n<figure data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e2795dc6-1c52-4ba5-9639-58243320d583/RC-D_07_12.png\" data-asset-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" data-image-id=\"83d46456-c862-46b0-8eec-10aca8a896d5\" alt=\"\"></figure>\n<h4>Výsledky/Posudky</h4>\n<p>Existují tři možnosti jak zobrazit výslekdy.</p>\n<ul>\n  <li>Stručné výsledky - pouze přehledná tabulka</li>\n  <li>Vybrané výsledky</li>\n  <li>Kompletní výsledky</li>\n</ul>\n<p>První možnost je na následujícím obrázku.</p>\n<figure data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0b36353-21d9-4766-9cc8-77ffe0d0c3e1/RC-D_07_13.png\" data-asset-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" data-image-id=\"21b70f53-6f4d-470b-8ae8-560a8ea00e59\" alt=\"\"></figure>\n<p>Druhá možnost umožňuje vybrat, co přesně se má zobrazit.&nbsp;</p>\n<figure data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7135f626-e3fc-4de9-ac0f-0efc70eb4602/RC-D_07_14.png\" data-asset-id=\"536683b8-2648-4f62-8481-f38a550c59da\" data-image-id=\"536683b8-2648-4f62-8481-f38a550c59da\" alt=\"\"></figure>\n<p>Poslední možnost jednoduše přidá všechny výsledky do protokolu. Opět lze kontrolovat relativní šířku obrázku a navíc lze zvětšit měřítko.</p>\n<h4>Výkaz materiálu</h4>\n<p>Nakonec můžete přidat obrázek výkazu materiálu s očíslovanými položkami a tabulkami.&nbsp;</p>\n<p>Klikněte na tlačítko <strong>Výkaz materiálu</strong> v navigátoru a zkontrolujte hmotnost, počet položek, tvary a délky výztuže. Kromě toho lze z aplikace IDEA StatiCa Detail exportovat výkres rozvržení výztuže včetně tvarů výztužných prutů do souboru Dxf. Tento výkres lze dále upravovat.</p>\n<figure data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d94c8f8a-b74b-4560-8e9d-da7566dad215/RC-D_07_15.png\" data-asset-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" data-image-id=\"16bd7cc3-3e70-434c-bf30-7961bf3ec72e\" alt=\"\"></figure>\n<h2>Závěr pro protokol</h2>\n<p>Závěrečná část protokolu se zaměřuje na <strong>Vysvětlení použitých symbolů</strong>, <strong>Kód a nastavení výpočtu a Předpoklady výpočtu</strong>. 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            "value": "<h4>Kompletní posouzení železobetonových stěn nebo vysokých nosníků s otvory? Žádný problém!</h4>\n<p>Cílem webináře je ukázat, jak posoudit <strong>stěnu</strong> či <strong>stěnový nosník obecného tvaru</strong> v IDEA StatiCa Detail s využitím existujícího 3D výpočtového modelu ve SCIA Engineer v řádech minut. Ukážeme si pracovní postup na příkladu bytového domu – export geometrie, vytvoření dílčího modelu, aplikace zatížení, návrh výztuže a finální posudek - jak na <strong>mezní stavy únosnosti, tak použitelnosti</strong>.</p>\n<p>Vyzkoušejte si to na vlastní kůži – získejte <a data-item-id=\"c9179b55-bed2-4f30-b430-d7edb80d2a36\" href=\"\">bezplatnou zkušební verzi</a> a postupujte podle návodu <a data-item-id=\"1dc3667d-ddd6-5483-8b97-e7b69923fef7\" href=\"\">Železobetonová stěna</a> krok za krokem Betonová zeď.</p>\n<figure data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/177694cc-5c91-42cb-b88c-568f900670fe/Code-check%20of%20walls%20and%20deep%20beams.png\" data-asset-id=\"2a799851-47a8-48ba-a994-6142976c5204\" data-image-id=\"2a799851-47a8-48ba-a994-6142976c5204\" alt=\"\"></figure>\n<h4>Komplexní řešení pro betonové detaily a konstrukční dílce</h4>\n<p>Běžné 3D MKP programy uvažují lineární chování betonu. Možnosti návrhu výztuže jsou omezené, a to zejména s&nbsp;ohledem na posouzení <strong>mezního stavu použitelnosti</strong>, což může vést k&nbsp;rozvoji nadměrných <strong>trhlin</strong>. To vše pokrývá aplikace IDEA StatiCa Detail založená na <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">metodě CSFM</a>. Nyní mohou všichni&nbsp;inženýři a inženýrky efektivně navrhnout a posoudit stěny či vysoké nosníky jakéhokoliv tvaru.</p>\n<p>Pokud byste se rádi viděli více z aplikace IDEA StatiCa Detail v akci, máme pro vás záznam dalších dvou webinářů:</p>\n<ul>\n  <li><a data-item-id=\"1300fb1c-8e32-47f3-8b21-0e8e77e1f238\" href=\"\">Jak jednoduše navrhnout předpjatý vazník s otvory?</a></li>\n  <li><a data-item-id=\"73d449cf-610e-5c7c-9e8c-da8093630d24\" href=\"\">Stěna - Ružomberok (Slovensko)</a></li>\n</ul>\n<p>Nebo si projděte naše Centrum podpory, kde najdete<a href=\"https://www.ideastatica.com/cz/podpora-tutorialy?product=concrete&amp;label=detail\"> návody</a> nebo <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">teoretické základy</a> k programu.</p>\n<p><br></p>\n<h3>Záznam webináře</h3>"
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