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.
Ultimate limit state analysis
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).
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:
- Choose a selection of the most critical load combinations.
- Calculate only Ultimate Limit State (ULS) load combinations.
- Use a coarse mesh (by increasing the multiplier of the default mesh size in Setup (Fig. 19)).
\[ \textsf{\textit{\footnotesize{Fig. 19\qquad Mesh multiplier.}}}\]
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).
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.
Serviceability limit state analysis
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.
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.
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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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"description": "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.",
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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 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> = θ<sub>s</sub>= 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> 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> < <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) – 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 </sub></em>= τ<em><sub>b</sub></em><sub>0</sub> =2 <em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s</sub></em> ≤ <em>f</em><em><sub>y</sub></em> and τ<em><sub>b</sub></em> =τ<em><sub>b</sub></em><sub>1</sub> = <em>f</em><em><sub>ctm</sub></em> for σ<em><sub>s </sub></em>> <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> = <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> = <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> = λ<em>s</em><em><sub>r</sub></em><sub>0</sub>, with l = 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> the steel hardening modulus <em>E</em><em><sub>sh</sub></em> = (<em>f</em><em><sub>t</sub></em> – <em>f</em><em><sub>y</sub></em>)/(ε<em><sub>u</sub></em> – <em>f</em><em><sub>y</sub></em> /<em>E</em><em><sub>s</sub></em>) ,</p>\n<p><em>E</em><em><sub>s</sub></em> modulus of elasticity of reinforcement,</p>\n<p><em>Ø</em> reinforcing bar diameter,</p>\n<p>s<em><sub>r</sub></em><em><sup> </sup></em>crack spacing,</p>\n<p>σ<em><sub>sr</sub></em><em> </em>reinforcement stresses at the cracks,</p>\n<p>σ<em><sub>s</sub></em><em> </em>actual reinforcement stresses,</p>\n<p><em>f</em><em><sub>y </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 = 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 = 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> reinforcement yield strength,</p>\n<p><em>f</em><em><sub>ct</sub></em> concrete tensile strength,</p>\n<p><em>n</em> modular ratio, <em>n</em> = <em>E</em><em><sub>s</sub></em> / <em>E</em><em><sub>c</sub></em> .</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> / <em>f</em><em><sub>y</sub></em> = 1.08 and ε<em><sub>u</sub></em> = 5%) is illustrated in Fig. 22c-d.</p>"
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"value": "<h3>Introduction</h3>\n<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=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\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 (described in Section 3.3), which ensures a realistic stress distribution in the analyzed detail region.</p>"
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"value": "<h3>Workflow and goals</h3>\n<p>The goal of reinforcement design tools in the <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">CSFM</a> is to help designers determine the location and required amount of reinforcing bars efficiently. The following tools are available to help/ guide the user in this process: linear calculation, <a data-item-id=\"decdf07d-a46b-5894-9a22-793436e318c7\" href=\"\">topology optimization</a>, and area optimization.</p>\n<p>Reinforcement design tools consider more simplified constitutive models than the models used for the final verification of the structure. Therefore, the definition of the reinforcement in this step should be considered a pre-design to be confirmed/refined during the final verification step. The use of the different reinforcement design tools will be depicted on the model shown in Fig. 5, which consists of one end of a simply supported beam with variable depth subjected to a uniformly distributed load.</p>\n<figure data-asset-id=\"eee2b9e4-83cd-4b9c-98e7-f575b2ff9cff\" data-image-id=\"eee2b9e4-83cd-4b9c-98e7-f575b2ff9cff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b0c4840-5a55-46f3-95ba-86a9baabbf0c/Model%20used%20to%20illustrate%20the%20use%20of%20the%20reinforcement%20design%20tools.png\" data-asset-id=\"eee2b9e4-83cd-4b9c-98e7-f575b2ff9cff\" data-image-id=\"eee2b9e4-83cd-4b9c-98e7-f575b2ff9cff\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Model used to illustrate the use of the reinforcement design tools.}}}\\]</em></p>\n<h3>Reinforcement locations</h3>\n<p>For regions where the reinforcement layout is not known beforehand, there are two methods available in the CSFM to help the user determine the optimum location of reinforcing bars: linear analysis and topology optimization. Both tools provide an overview of the location of tensile forces in the uncracked region for a certain load case.</p>\n<h3>Linear analysis</h3>\n<p>The linear analysis considers linear elastic material properties and neglects reinforcement in the concrete region. It is, therefore, a very fast calculation that provides a first insight into the locations of tension and compression areas. An example of such a calculation is shown in Fig. 6.</p>\n<figure data-asset-id=\"f6c14a09-4d2b-40e6-ac82-5ff08c10439a\" data-image-id=\"f6c14a09-4d2b-40e6-ac82-5ff08c10439a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea7896d1-8276-4d08-b811-066cca73b455/Results%20from%20the%20linear%20analysis%20tool.jpg\" data-asset-id=\"f6c14a09-4d2b-40e6-ac82-5ff08c10439a\" data-image-id=\"f6c14a09-4d2b-40e6-ac82-5ff08c10439a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Results from the linear analysis tool for defining reinforcement layout}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(red: areas in compression, blue: areas in tension).}}}\\]</em></p>\n<h3>Topology optimization</h3>\n<p>Topology optimization is a method that aims to find the optimal distribution of material in a given volume for a certain load configuration. The topology optimization implemented in <em>Idea StatiCa Detail</em> uses a linear finite element model. Each finite element may have a relative density from 0 to 100 %, representing the relative amount of material used. These element densities are the optimization parameters in the optimization problem. The resulting material distribution is considered optimal for the given set of loads if it minimizes the total strain energy of the system. By definition, the optimal distribution is also the geometry that has the largest possible stiffness for the given loads.</p>\n<p>The iterative optimization process starts with a homogeneous density distribution.<em> </em>The calculation is performed for multiple total volume fractions (20%, 40%, 60% and 80%), which allows the user to select the most practical result, as proposed by . The resulting shape consists of trusses with struts and ties and represents the optimum shape for the given load cases (Fig. 7).</p>\n<figure data-asset-id=\"f4f47d5e-3196-4a88-96ca-7162b0c8c271\" data-image-id=\"f4f47d5e-3196-4a88-96ca-7162b0c8c271\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4d37064-76c7-4413-b1aa-87455a32852c/Results%20from%20the%20topology%20optimization%201.jpg\" data-asset-id=\"f4f47d5e-3196-4a88-96ca-7162b0c8c271\" data-image-id=\"f4f47d5e-3196-4a88-96ca-7162b0c8c271\" alt=\"\"></figure>\n<figure data-asset-id=\"7ddd1329-64ea-4a47-be5d-64994439e729\" data-image-id=\"7ddd1329-64ea-4a47-be5d-64994439e729\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d81f2841-8274-414a-8f30-b55427216169/Results%20from%20the%20topology%20optimization%202.png\" data-asset-id=\"7ddd1329-64ea-4a47-be5d-64994439e729\" data-image-id=\"7ddd1329-64ea-4a47-be5d-64994439e729\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Results from the topology optimization design tool with 20\\% and 40\\% effective volume}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(red: areas in compression, blue: areas in tension).}}}\\]</em></p>\n<p><br></p>"
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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. </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 (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 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> 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> modulus of elasticity of concrete (taken as <em>E</em><em><sub>cm</sub></em> in case of EN)</p>\n<p>Ø the diameter of the reinforcing bar</p>\n<p>The design values (factored values) of ultimate bond shear stress, <em>f</em><em><sub>bd</sub></em>, provided in the respective selected design codes EN 1992-1-1 or ACI 318-19 are used to verify the anchorage length. The hardening of the plastic branch is calculated by default as <em>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 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> the anchorage coefficient based on anchorage type,</p>\n<p><em>A</em><em><sub>s</sub></em> the cross-section of the reinforcing bar,</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em> the design value (factored value) of the yield strength of the reinforcement.</p>"
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"value": "<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>In the calculation for the results of SLS, only the elastic behavior of concrete is taken into account. In other words, an infinite linear stress-strain diagram is considered for concrete. You can display <strong>long-term</strong> or <strong>short-term</strong> effects for SLS checks. What is the difference between these two effects? Read the article below (paragraph Concrete SLS) to learn more.</p>\n<ul>\n <li><a data-item-id=\"1838439f-0398-4754-b0c9-6f627127a407\" href=\"\">Material models (EN)</a></li>\n</ul>\n<h2>Stress</h2>\n<p>There are two options for displaying results for concrete and reinforcement: </p>\n<ul>\n <li>the ratio of the stress and the limit stress </li>\n <li>the stress itself </li>\n</ul>\n<p>Stresses are calculated for the <strong>Characteristic</strong> and for the <strong>Quasi-permanent</strong> load combinations.</p>\n<h4>Ratio of the stress and limit stress</h4>\n<p>The results are clear at first sight: Green color means the utilization is up to 90%, orange is 90-100% of utilization, and red is above 100%.</p>\n<p>Read about how the limit value is determined in the following article.</p>\n<ul>\n <li><a data-item-id=\"70b033ed-8364-4692-a84d-8eda80f00dce\" href=\"\">Serviceability limit state analysis</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>Stress</h4>\n<p>The display method is similar to the ULS results (in this case, the stress is from the calculation with the elastic behavior of concrete). You can display the distribution of concrete stress <em>σ</em><em><sub>c</sub></em><sub> </sub>for an applied portion of the load. Also known as principal stresses <em>σ</em><em><sub>2</sub></em>.</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>Crack</h2>\n<p>In this section, you will learn about all four options for displaying results for crack checks. Read the further articles to learn about the calculation.</p>\n<ul>\n <li><a data-item-id=\"2ebdaf9c-827f-4fd6-9f82-28bc96970a64\" href=\"\">Main assumptions and limitations for CSFM</a></li>\n <li><a data-item-id=\"b42f7f51-b2ee-464e-bfeb-5170776cbd10\" href=\"\">Structural element verification in IDEA StatiCa Detail</a></li>\n</ul>\n<p>Cracks are calculated only for the <strong>Quasi-permanent</strong> load combinations.</p>\n<h4>Ratio of crack width and limit crack width</h4>\n<p>The limit value w<sub>lim</sub> can be set in the top ribbon. The w<sub>lim</sub> = 0.3 mm is set by default according to Eurocode. The results are again differentiated by color (green/orange/red) so that the check is obvious at first sight.</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>Crack width</h4>\n<p>This functionality is used to display the crack width for every single element of the reinforcement. </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>The distance between stabilized cracks</h4>\n<p>See the links at the beginning of the section. The article explains the method of calculating the distance between stabilized cracks.</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>The presentation of crack spacing is schematic only. It does not represent the crack spacing computed for the calculation.</p>\n<h4>Unreinforced area</h4>\n<p>The crack width is checked only in the vicinity of the reinforcement. Control of cracking is not performed in non-reinforced zones.</p>\n<p>This result simply shows the non-reinforced areas where cracks will probably appear. It is recommended to design some reinforcement to that areas.</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>Deflection</h2>\n<p>See the options below:</p>\n<ul>\n <li><em>u</em><em><sub>z,st</sub></em> - Immediate deflection caused by <strong>total load</strong> - calculated with <strong>short-term stiffnesses </strong><em><strong>Ec</strong></em><strong>.</strong></li>\n <li><em>u</em><em><sub>z,lt</sub></em> - Long-term deflection caused by <strong>long-term loads </strong>(permanent and prestressing load type) - calculated with <strong>long-term stiffnesses </strong><em><strong>Ec,eff</strong></em><strong>. </strong>In other words, the creep coefficients are included.</li>\n <li><em>Δu</em><em><sub>z</sub></em> - Deflection increment caused by <strong>short-term loads</strong> (variable load type) - calculated with <strong>short-term stiffnesses </strong><em><strong>Ec</strong></em><strong>.</strong></li>\n <li><em>u</em><em><sub>z,tot</sub></em><em> = u</em><em><sub>z,lt</sub></em><em> + Δu</em><em><sub>z</sub></em><sub> </sub></li>\n</ul>\n<p>Deflections are calculated only for the <strong>Characteristic</strong> load combinations.</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>Besides the table values in the Data section, you can display the deformed shape. 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"value": "<p>Volgens Eurocode 1990 vermeldt de limiet dat het gaat om:</p>\n<ul>\n <li>het functioneren van de constructie of constructiedelen bij normaal gebruik;</li>\n <li>het comfort van mensen;</li>\n <li>het aanzicht van de bouwwerken;</li>\n</ul>\n<p>Ze worden geclassificeerd als <strong>bruikbaarheidsgrenstoestanden (serviceability limit states, SLS)</strong>. Dit omvat <a data-item-id=\"9e7e995c-6e74-422f-af6e-88a8d7fe047f\" href=\"\">vervormingen</a>, trillingen en schade die het uitzicht of de duurzaamheid beïnvloeden, zoals <a data-item-id=\"9e7e995c-6e74-422f-af6e-88a8d7fe047f\" href=\"\">scheuren</a>.</p>\n<p>Met andere woorden, deze <a data-item-id=\"70b033ed-8364-4692-a84d-8eda80f00dce\" href=\"\">grenstoestandscontroles</a> worden niet beperkt door de sterktebestendigheid van de elementen van de constructie, maar het gaat meer om de algehele duurzaamheid van de constructie en ook om het psychologische comfort van mensen.</p>\n<p>Laat me dit in detail uitleggen. Waar zou u zich comfortabeler voelen? In een nieuw gebouw met al gebarsten muren en kromme plafonds of balken, waar de toestand in de loop van de tijd nog zou kunnen verergeren? Of in een gebouw met mooie, gladde muren, waar u de lichte doorbuiging van de vloer niet merkt? Ik gok dat iedereen voor het tweede voorbeeld kiest. En dit is precies waarom we aandacht moeten besteden aan <a data-item-id=\"52fea93a-1c63-4303-9fb3-89047991db8b\" href=\"\">SLS-controles</a>.</p>\n<p>We weten echter allemaal dat de tijd van bouwkundige ingenieurs kostbaar is, dus willen ze zo efficiënt mogelijk zijn met hun ontwerpen. Als oplossing hebben we nieuwe functies ontwikkeld in de <a data-item-id=\"a0e85d28-23e6-4006-94d6-f334c2be9b67\" href=\"\">IDEA StatiCa Detail</a> app om ervoor te zorgen dat ingenieurs die onze tools gebruiken het ontwerp en de beoordelingen snel, economisch en veilig kunnen uitvoeren.</p>\n<h2>Controle op spanningsbeperking - niet meer zo beperkend</h2>\n<p>Hoe vaak hebt u te maken gehad met teleurstellende resultaten voor de spanningsbeperkingscontrole? In mijn geval, moet ik zeggen, heel vaak. En in de meeste gevallen wist ik al dat ze genegeerd hadden kunnen worden vanwege de aard van de resultaten.</p>\n<p>Een van de meest voorkomende problemen zijn spanningspieken - singulariteiten die meestal voorkomen in scherpe hoeken. Laten we eens kijken wat dit is en waarom het belangrijk is om een singulariteit niet te verwarren met spanningsconcentratie.</p>\n<figure data-asset-id=\"d22a59ea-0d22-4084-a81d-b8d1c340d0ad\" data-image-id=\"d22a59ea-0d22-4084-a81d-b8d1c340d0ad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd6606c3-1024-4b08-9714-682a8ac4ee91/RN_23_limited%20stress%20check_01.png\" data-asset-id=\"d22a59ea-0d22-4084-a81d-b8d1c340d0ad\" data-image-id=\"d22a59ea-0d22-4084-a81d-b8d1c340d0ad\" alt=\"\"></figure>\n<p>In eerste instantie merkt u misschien op dat u het verschil tussen deze twee niet ziet. Toch zijn er verschillen, en daar moet u zich altijd bewust van zijn. Want uiteindelijk is het gehele ontwerp altijd in handen van de verantwoordelijke ingenieur en zijn of haar oordeel.</p>\n<p>Dus wat is een singulariteit en hoe kunnen bouwkundige ingenieurs <a data-item-id=\"706e907a-540d-4b2b-8c13-af84c1593c7c\" href=\"\">deze onderscheiden van spanningsconcentratie</a>?</p>\n<p>Een <a href=\"https://blogs.solidworks.com/tech/2018/07/what-is-a-stress-singularity-in-solidworks-simulation.html\">spanningssingulariteit</a> is een meshpunt waar de spanning niet convergeert naar een specifieke waarde, d.w.z. dat de spanningswaarde bij de singulariteit theoretisch oneindig is.</p>\n<p>Het is typisch:</p>\n<ul>\n <li>Een gebied waar de puntbelasting wordt toegepast.</li>\n <li>Een scherpe hoek van de constructie.</li>\n <li>Een puntbeperking.</li>\n <li>Hoeken van lichamen die met elkaar in contact komen.</li>\n</ul>\n<p>En u kunt er zeker van zijn dat het een singulariteit is wanneer:</p>\n<ul>\n <li>Er is een snelle spanningsverandering in één mesh-element.</li>\n <li>De waarde van de spanning in één knoop van de mesh is hoger dan de grenswaarde.</li>\n <li>Het beïnvloedt slechts een klein constructiegebied en bereikt geen aangrenzende elementen.</li>\n</ul>\n<p>In de tijd dat ik constructies met singulariteiten behandelde, wist ik dat deze in bijna alle gevallen genegeerd hadden kunnen worden vanwege de hierboven genoemde redenen, maar er was geen manier om dit te doen als ik controles heb die voldoen in de gebruikte app. Dit betekende dat ik het model op verschillende manieren moest aanpassen, zodat ik er veel tijd in moest steken of eventueel de materiaalklasse moest verhogen of extra <a data-item-id=\"6fa5f6f4-dd62-4a8b-a85b-77dc223d2e05\" href=\"\">wapening</a> moest invoeren.</p>\n<p>En dit is waar de Detail app om de hoek komt kijken met de nieuwe \"<strong>Limited stress check\" functionaliteit.</strong></p>\n<figure data-asset-id=\"9df73250-0838-4920-a30b-042b662a8ea9\" data-image-id=\"9df73250-0838-4920-a30b-042b662a8ea9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f23934d1-5d6a-4a79-a9b3-cafbe5cdc34d/RN_23_limited%20stress%20check_03.png\" data-asset-id=\"9df73250-0838-4920-a30b-042b662a8ea9\" data-image-id=\"9df73250-0838-4920-a30b-042b662a8ea9\" alt=\"\"></figure>\n<p>Laten we eens kijken hoe de functie werkt in een praktisch voorbeeld. We hebben een balk met een afgesneden uiteinde en opening. De belasting is een combinatie van een lijnbelasting en een puntbelasting. Na het uitvoeren van de berekening kunnen we zien dat de spanningslimietcontrole voor beton niet in orde is met alle benodigde informatie.</p>\n<figure data-asset-id=\"299e8246-a8c3-4ba7-856d-d5a6cca40286\" data-image-id=\"299e8246-a8c3-4ba7-856d-d5a6cca40286\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3d9df3e2-4642-4f23-858a-4347434d9174/Stress%20limitation%20check_not%20OK.png\" data-asset-id=\"299e8246-a8c3-4ba7-856d-d5a6cca40286\" data-image-id=\"299e8246-a8c3-4ba7-856d-d5a6cca40286\" alt=\"\"></figure>\n<p>Na nader onderzoek is het duidelijk dat beide situaties die ik eerder beschreef zich hebben voorgedaan. Er is een spanningsconcentratie aan de bovenkant van de balk onder de puntdraagplaat en een singulariteit in de scherpe hoek van de opening.</p>\n<figure data-asset-id=\"9f238560-5e2c-4a2e-b7bd-6595ec9f6a72\" data-image-id=\"9f238560-5e2c-4a2e-b7bd-6595ec9f6a72\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8614cc67-f9ec-4e7c-b0c5-82a3c2dc0d96/Stress%20limitation%20check_not%20OK_detailed%20results.png\" data-asset-id=\"9f238560-5e2c-4a2e-b7bd-6595ec9f6a72\" data-image-id=\"9f238560-5e2c-4a2e-b7bd-6595ec9f6a72\" alt=\"\"></figure>\n<p>Dit is het juiste moment om uw technisch oordeel te gebruiken! De singulariteit in de hoek kan zonder meer genegeerd worden in het ontwerp. Maar hoe zit het met het kleine gebied met spanningsconcentratie? Wat moet ik doen? Het eerste is om de mesh aan te zetten, dat kan helpen bij het evalueren van de impact. Als het nog steeds onduidelijk is, kan ik naar Instellingen gaan, de mesh fijner instellen en opnieuw beoordelen.</p>\n<p>Toch is in ons geval op het eerste gezicht te zien dat het spanningsconcentratiegebied erg klein is, dus vanuit mijn oogpunt is het acceptabel om het ook buiten de berekening te houden.</p>\n<p>En dat kan vrij gemakkelijk! Hiervoor hebben we een functie ontwikkeld die Limited Check/Beperkte Controle heet. Met deze functie kunt u de problematische gebieden negeren. Wat betekent dit?</p>\n<ol>\n <li>In plaats van de rode gebieden met een bezettingsgraad van meer dan 100%, ziet u ze in het wit, en de grenscontrolewaarde is 100% in het geval van een spanningsverhouding of de grensspanningswaarde in MPa.</li>\n <li>Bovendien wordt in de algemene controletabel de rode cirkel met een kruisteken veranderd in een gele driehoek met een uitroepteken die een informatieve kwestie weergeeft, en verschijnt er een afwijking met een grondige beschrijving.</li>\n <li>Als kers op de taart kunt u alleen de genegeerde gebieden weergeven, terwijl de rest van het element wit blijft.</li>\n</ol>\n<figure data-asset-id=\"eb177d3f-555d-458b-a017-23610286b350\" data-image-id=\"eb177d3f-555d-458b-a017-23610286b350\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dcf347d9-0107-4f02-b012-f65ff6c67a0b/Stress%20limitation%20check_limited%20check_all.png\" data-asset-id=\"eb177d3f-555d-458b-a017-23610286b350\" data-image-id=\"eb177d3f-555d-458b-a017-23610286b350\" alt=\"\"></figure>\n<p>Alle opties kunnen in het <a data-item-id=\"659d5379-de12-4897-9f8e-46497a7d70b0\" href=\"\">rapport</a> worden opgenomen nadat u klaar bent met het modelleringsproces en tevreden bent met uw ontwerp. Zo hebt u kogelvrije documentatie om eventuele twijfelaars de mond te snoeren.</p>\n<h2>Voorgespannen constructies in IDEA StatiCa</h2>\n<p>Elke bouwkundige ingenieur die te maken heeft met voorgespannen betonconstructies is zich ervan bewust dat het heel belangrijk is om aandacht te besteden aan bepaalde stadia van de levensduur van constructies, vooral het begin en het einde.</p>\n<p>Dat komt omdat geen enkele voorspankracht constant is. De waarde is variabel over de lengte van het voorspanelement en, last but not least, in de tijd. Het is duidelijk dat de juiste evaluatie van de precieze waarde van de voorspankracht, en dus van de spanningen in de spankabels, een aanzienlijke invloed heeft op het gedrag van de constructie.</p>\n<p>De veranderingen in de voorspankracht (een afname van de voorspankracht hoeft er niet per se te zijn!) worden door vele factoren veroorzaakt en worden voorspanningsverliezen genoemd. Ja, ik heb het meervoud correct gebruikt. De voorspanningsverliezen worden onderscheiden als:</p>\n<ul>\n <li>Verliezen op korte termijn</li>\n <li>Verliezen op lange termijn</li>\n</ul>\n<h3>Verliezen op korte termijn</h3>\n<p>Verliezen op korte termijn treden meestal op tijdens het fabricageproces. Verliezen op korte termijn kunnen bijvoorbeeld veroorzaakt worden door wrijving, een slip in de verankeringsset, onmiddellijke elastische rek in beton, ontspanning van de spankabels, enz.</p>\n<h3>Verliezen op lange termijn</h3>\n<p>Verliezen op lange termijn treden op na het aanbrengen van de voorspanning en kunnen de constructie gedurende de hele levensduur beïnvloeden. De oorzaak van de verliezen op lange termijn kan worden beschouwd als kruip, krimp, ontspanning op lange termijn en elastische rek in beton veroorzaakt door de toepassing van een variabele belasting.</p>\n<h3>Geen gemakkelijke taak. Of toch wel?</h3>\n<p>Als u met dit alles rekening houdt (wat een absoluut vereiste is in het ontwerp!), kan dit leiden tot verschillende combinaties waarbij rekening wordt gehouden met verschillende voorspanningscoëfficiënten.</p>\n<p>Hier treedt <a data-item-id=\"a0e85d28-23e6-4006-94d6-f334c2be9b67\" href=\"\"><strong>IDEA StatiCa Detail</strong></a> voor de tweede keer in de schijnwerpers. Dankzij de nieuwe functionaliteit genaamd <a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\"><strong>Verliezen op lange termijn voor SLS-controle</strong></a>, hoeft u niet meer een heleboel combinaties te maken en uren met uw model door te brengen terwijl u zich afvraagt of u niet iets vergeten bent.</p>\n<p>Het enige wat u in de Detail-app hoeft te doen, is één combinatie instellen, en u kunt de korte- en langetermijneffecten voor zowel voorgespannen als nagespannen kabels afdekken.</p>\n<figure data-asset-id=\"91d05e27-c506-4ef2-a660-41c5e1936935\" data-image-id=\"91d05e27-c506-4ef2-a660-41c5e1936935\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7e118ef5-b989-41bc-8d9d-34200540892c/Long-term%20losses_general.png\" data-asset-id=\"91d05e27-c506-4ef2-a660-41c5e1936935\" data-image-id=\"91d05e27-c506-4ef2-a660-41c5e1936935\" alt=\"\"></figure>\n<p>Bent u benieuwd hoe het werkt? Laten we het uitzoeken!</p>\n<p>Het is belangrijk om de spanningsbeperkingscontrole te kennen en de resultaten voor korte- en langetermijneffecten in de Detail toepassing te verkrijgen, wij gebruiken een oneindig lineair spanning-rekdiagram.</p>\n<figure data-asset-id=\"e05c49f0-c5ec-44dc-91c6-3309766288c3\" data-image-id=\"e05c49f0-c5ec-44dc-91c6-3309766288c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fc29949d-bb8d-4378-94b7-ad2468831f3f/RN_23_long%20term%20losses_02.png\" data-asset-id=\"e05c49f0-c5ec-44dc-91c6-3309766288c3\" data-image-id=\"e05c49f0-c5ec-44dc-91c6-3309766288c3\" alt=\"\"></figure>\n<p>We onderscheiden twee takken. Eén voor kortetermijneffecten met behulp van elasticiteitsmodulus E<sub>cm</sub>. De andere is voor langetermijneffecten, waarbij de spanning in de spankabels wordt verminderd in stappen voor voorspanning en permanente belasting door de gedefinieerde waarde van langetermijnverliezen. De toename van variabele belasting houdt rekening met E<sub>cm</sub>.</p>\n<p>Hoe kan ik de waarde van langetermijnverliezen correct instellen? We kunnen u enkele standaardinstellingen geven; het hangt echter weer van de bouwkundige ingenieurs af welke waarde ze uiteindelijk voor de berekening zullen gebruiken.</p>\n<p>Houd er rekening mee dat de waarde verschilt voor voorgespannen en nagespannen kabels. Dit heeft te maken met de exacte tijd waarvoor u de verlieswaarde moet instellen. Bekijk het artikel <a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementatie van langetermijnverliezen in Detail</a>, waar u een gedetailleerdere beschrijving van het onderwerp kunt vinden en, nog belangrijker, wat de juiste tijd is voor het instellen van de schatting van de langetermijnverliezen voor de berekening.</p>\n<p>Als u geïnteresseerd bent in meer nieuwe functies van IDEA StatiCa 23.0 (misschien niet alleen voor beton, maar ook voor staal of BIM-koppelingen), bezoek dan onze <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Release notes pagina</a>.</p>\n<p>IDEA StatiCa Detail is een geweldig hulpmiddel om uw betonnen details en andere discontinuïteiten op te lossen. Meer informatie over de mogelijkheden vindt u in ons <a data-item-id=\"68527d02-6aa1-4a1a-87c2-363edf00b0bb\" href=\"\">Support Center</a>, waar u ook kunt leren hoe u het in de <a href=\"https://www.ideastatica.com/support-center-tutorials?product=concrete&label=detail\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">vele tutorials</a> kunt gebruiken, onze productingenieurs in actie kunt zien tijdens een van onze <a href=\"https://www.ideastatica.com/support-center-webinars?label=detail\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">webinars</a> of een <a href=\"https://www.ideastatica.com/support-center/sample-projects-for-reinforced-concrete-design\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">voorbeeldproject</a> kunt downloaden.</p>\n<p>Als u met de software begint of gewoon uw vaardigheden wilt verbeteren, bekijk dan onze <a data-item-id=\"9b649ffb-9cc1-48a3-b827-442f7cdd2af5\" href=\"\">Campus-cursussen</a> voor zelfstudie en kies de cursus die het beste bij uw behoeften past.</p>\n<figure data-asset-id=\"ecc4042a-a260-4f73-8e5f-83efbe36cfdc\" data-image-id=\"ecc4042a-a260-4f73-8e5f-83efbe36cfdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/78122945-95f0-4621-be7b-2e4f4b73148a/preview_wall_cracks.png\" data-asset-id=\"ecc4042a-a260-4f73-8e5f-83efbe36cfdc\" data-image-id=\"ecc4042a-a260-4f73-8e5f-83efbe36cfdc\" alt=\"Scherwijdte in beton berekenen met IDEA Detail\"></figure>\n<p>Als u nog meer geïnteresseerd bent in de theorie en de <a data-item-id=\"86ad7678-0f7f-452a-8e0d-376ea5797b27\" href=\"\">CSFM-methode</a> achter de Detail-applicatie, ga dan naar de <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Theoretische achtergrond voor IDEA StatiCa Detail</a>, en ga lekker studeren.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3e3ebf8b_cd92_0123_2743_471ead6ca63a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7296661b_9b9e_01e5_7241_9508ad586fbf\"></object>"
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"value": "<p><br></p>\n<p><strong>Spanningspieken (singulariteiten) kunnen verwaarloosd worden bij de spanningslimietcontrole! </strong>Voordat we deze optie in detail uitleggen, herinneren we ons hoe de singulariteit, die verwaarloosd kan worden, en de spanningsconcentratie, die niet verwaarloosd kan worden, verschillen. In de figuur hieronder zie je een typische spanningspiek (<strong>singulariteit</strong>) in een scherpe hoek en een typische <strong>spanningsconcentratie </strong>rond een opening.</p>\n<figure data-asset-id=\"d22a59ea-0d22-4084-a81d-b8d1c340d0ad\" data-image-id=\"d22a59ea-0d22-4084-a81d-b8d1c340d0ad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd6606c3-1024-4b08-9714-682a8ac4ee91/RN_23_limited%20stress%20check_01.png\" data-asset-id=\"d22a59ea-0d22-4084-a81d-b8d1c340d0ad\" data-image-id=\"d22a59ea-0d22-4084-a81d-b8d1c340d0ad\" alt=\"\"></figure>\n<p>Het lijkt erg op elkaar, dus hoe kun je de singulariteit van de spanningsconcentratie onderscheiden? Wanneer kun je de beperkte spanningscontrole gebruiken? Wel, de beslissing is altijd aan de verantwoordelijke ingenieur. We kunnen je advies geven en enkele typische singulariteiten noemen om je te helpen.</p>\n<ul>\n <li>Wanneer er een snelle spanningsverandering optreedt in één element van de mesh - dan is er sprake van een singulariteit.</li>\n <li>Als de spanning alleen in één knooppunt van de mesh hoog boven de limiet is - dan is er een singulariteit.</li>\n <li>Alleen de zeer kleine gebieden met een hoge spanning moeten verwaarloosd worden.</li>\n <li>Typische singulariteiten - <strong>scherpe hoeken.</strong></li>\n</ul>\n<p>Laten we nu uitleggen hoe de functie werkt. Er is een muur met een opening met een ontoereikende spanningsbegrenzingscontrole in de rechter scherpe hoek.</p>\n<figure data-asset-id=\"fb76e23c-24d1-44d5-b803-995f28fce547\" data-image-id=\"fb76e23c-24d1-44d5-b803-995f28fce547\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a22d9d40-1503-4476-809e-32e4260164f2/RN_23_limited%20stress%20check_02.png\" data-asset-id=\"fb76e23c-24d1-44d5-b803-995f28fce547\" data-image-id=\"fb76e23c-24d1-44d5-b803-995f28fce547\" alt=\"\"></figure>\n<p>Zoals je kunt zien, is het gebied erg klein in verhouding tot de hele constructie. Er is een optie in het bovenste lint waarmee je de ontoereikende gebieden kunt negeren.</p>\n<figure data-asset-id=\"eaeccc88-5e2a-4811-830e-1aa31447c4c3\" data-image-id=\"eaeccc88-5e2a-4811-830e-1aa31447c4c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1e20eacd-ef0b-4972-abf5-f34835074fb6/RN_23_limited%20stress%20check_03_1.png\" data-asset-id=\"eaeccc88-5e2a-4811-830e-1aa31447c4c3\" data-image-id=\"eaeccc88-5e2a-4811-830e-1aa31447c4c3\" alt=\"\"></figure>\n<p>De bezetting is dan 100% en er verschijnt een afwijking.</p>\n<figure data-asset-id=\"ad66635b-62ad-4766-98a4-c7bb36b489dd\" data-image-id=\"ad66635b-62ad-4766-98a4-c7bb36b489dd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fe91946-2d79-435c-ae6d-2e28a0db2be1/RN_23_limited%20stress%20check_04.png\" data-asset-id=\"ad66635b-62ad-4766-98a4-c7bb36b489dd\" data-image-id=\"ad66635b-62ad-4766-98a4-c7bb36b489dd\" alt=\"\"></figure>\n<p>Je kunt ook de verwaarloosde gebieden weergeven.</p>\n<figure data-asset-id=\"b1a8e608-a3fe-4e3a-b0da-83b29fe774c5\" data-image-id=\"b1a8e608-a3fe-4e3a-b0da-83b29fe774c5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/531431e5-2aa9-4535-a4cb-56d0d5a7261e/RN_23_limited%20stress%20check_05.png\" data-asset-id=\"b1a8e608-a3fe-4e3a-b0da-83b29fe774c5\" data-image-id=\"b1a8e608-a3fe-4e3a-b0da-83b29fe774c5\" alt=\"\"></figure>\n<p>Al deze controles en afbeeldingen kunnen worden toegevoegd aan het rapport. Zo wordt getoond dat sommige gebieden verwaarloosd zijn, of hoe groot deze gebieden zijn. Je kunt kiezen of je originele waarden wilt rapporteren of niet, enz.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b5764395_8e9e_01a6_0de2_ce7e70801ae7\"></object>"
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"value": "<p>De scherpe hoek die ontstaat op de kruising van de koppelbalk en de dwarsmuur, creëert een lokale spanningspiek die de modelresultaten scheef trekt. Deze piek wordt veroorzaakt door de singulariteiten op het punt van de scherpe inspringende hoek. De vraag is hoe om te gaan met deze pieken in de modellen zelf.</p>\n<h3>Singulariteiten</h3>\n<p>Een <a href=\"https://blogs.solidworks.com/tech/2018/07/what-is-a-stress-singularity-in-solidworks-simulation.html\">spanningssingulariteit</a> is een punt in de mesh waar de spanning niet convergeert naar een specifieke waarde. Als we de mesh blijven verkleinen, blijft de spanning op dit punt toenemen. Theoretisch is de spanning op de singulariteit oneindig. Spanningssingulariteiten treden typisch op bij puntbelastingen, scherpe inkepingen, hoeken waar lichamen elkaar raken, en puntvormige steunpunten.</p>\n<p>In werkelijkheid is geen enkele hoek perfect scherp. Zelfs als het op deze manier is gedetailleerd, zal een gefabriceerde scherpe hoek altijd een kleine rondingstraal hebben. Dat betekent dat de spanning niet meer oneindig is en de hoeksingulariteit verdwijnt.</p>\n<figure data-asset-id=\"79b044c2-1d9a-40d3-9932-7b771832d283\" data-image-id=\"79b044c2-1d9a-40d3-9932-7b771832d283\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5db665f8-3046-4afd-aeca-e609116da478/06_singulerities_linear.png\" data-asset-id=\"79b044c2-1d9a-40d3-9932-7b771832d283\" data-image-id=\"79b044c2-1d9a-40d3-9932-7b771832d283\" alt=\"\"></figure>\n<p><em>Figuur 6. Er werd een gevoeligheidsstudie uitgevoerd op het lineaire materiaalmodel om de relatie te vinden tussen het spanningsconcentratiegedrag van de mesh.</em></p>\n<h3>Spanningsconcentratie</h3>\n<p>Spanningsconcentratie gedraagt zich op dezelfde manier als spanningssingulariteiten, maar de spanning convergeert naar een eindige waarde, niet oneindig, op voorwaarde dat de mesh voldoende verkleind is. Functies zoals gaten, afgeronde hoeken, wijzigingen van doorsnede enz. leiden tot spanningsconcentraties.</p>\n<ul>\n <li>Een <strong>grove mesh zal lokale effecten</strong> zoals spanningsconcentraties <strong>niet vastleggen</strong>.</li>\n <li>Hoe meer we de mesh verkleinen, hoe nauwkeuriger de resultaten zijn. Het model is echter rekenkundig niet efficiënt. Het principe van Saint Venant zegt dat het effect lokaal moet zijn. Daarom <strong>kan de mesh lokaal verkleind worden</strong> in plaats van globaal, waarbij alle elementen in de mesh onderverdeeld worden.</li>\n <li><strong>Plasticiteit</strong> helpt om correct gedrag te garanderen en het singulariteitseffect te onderdrukken.</li>\n</ul>\n<figure data-asset-id=\"3b146157-4f4c-407b-9631-fd414336afcc\" data-image-id=\"3b146157-4f4c-407b-9631-fd414336afcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a22608f8-cc30-4a3f-b68c-70303ec3e045/07_plasticity.png\" data-asset-id=\"3b146157-4f4c-407b-9631-fd414336afcc\" data-image-id=\"3b146157-4f4c-407b-9631-fd414336afcc\" alt=\"\"></figure>\n<figure data-asset-id=\"0297a245-6b77-4782-9842-bb2ea2a57263\" data-image-id=\"0297a245-6b77-4782-9842-bb2ea2a57263\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21ccfcec-31ef-4d84-b2e1-40065d4724b4/07_1_plasticity.png\" data-asset-id=\"0297a245-6b77-4782-9842-bb2ea2a57263\" data-image-id=\"0297a245-6b77-4782-9842-bb2ea2a57263\" alt=\"\"></figure>\n<p><em>Figuur 7. Er werd een gevoeligheidsstudie uitgevoerd op het niet-lineaire materiaalmodel om de relatie te vinden tussen de meshgrootte en de equivalente spanning voor scherpe en hoekfragmenten. </em></p>\n<h3>Hoe ga je om met singulariteiten en spanningsconcentraties</h3>\n<ul>\n <li><strong>Negeer de singulariteiten.</strong> Als we geïnteresseerd zijn in de spanningen ver weg van de singulariteiten, dan geldt het principe van Saint Venant - de spanningen zullen correct zijn.</li>\n <li>De mesh moet <strong>plaatselijk verkleind worden</strong> om het <strong>spanningsconcentratie-effect </strong>vast te leggen.</li>\n <li>Typische geometrisch geïnduceerde singulariteiten, zoals scherpe <strong>inspringende hoeken</strong>, kunnen worden <strong>vermeden</strong> door in plaats daarvan hoeklassen te modelleren. In feite wordt de spanningssingulariteit een spanningsconcentratie.</li>\n <li><strong>Plasticiteit</strong> zorgt ervoor dat het model zich gedraagt volgens de werkelijkheid en het singulariteitseffect verdwijnt.</li>\n <li>De mesh moet verkleind worden om te controleren of de spanningen wel convergeren. Dit vereist een <strong>gevoeligheidsstudie van de mesh</strong>.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"aa7430ed_21fd_010d_5aaf_9fda36a71375\"></object>"
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"value": "<p><strong>Common 3D models</strong> in FEA software <strong>cannot</strong> fully <strong>capture</strong> the behavior of this critical part, especially in cases where the coupling beam is a deep beam or weakened by an opening.</p>\n<p>Looking for safe and economical solution to this problem? Don't want to waste time with a complex assessment? Do you want to see the results for the <strong>ultimate limit state</strong> and the <strong>serviceable limit state</strong>, including, e.g., the <strong>crack width check</strong>?</p>\n<h3>Fast assessment of coupling beam? No problem for IDEA StatiCa Detail!</h3>\n<figure data-asset-id=\"4260af1a-23dc-4453-84a8-026c142d1d65\" data-image-id=\"4260af1a-23dc-4453-84a8-026c142d1d65\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f44e0c1c-2eb3-454a-ad17-c8f1eec6d245/2022-11-23%20Coupling%20beam.png\" data-asset-id=\"4260af1a-23dc-4453-84a8-026c142d1d65\" data-image-id=\"4260af1a-23dc-4453-84a8-026c142d1d65\" alt=\"\"></figure>\n<p>We will speak about the importance and possibilities of modeling the coupling beam. Then we will set the correct <strong>load </strong>on the selected cut-off <strong>beam</strong>, input the <strong>reinforcement</strong>, and go through the detailed results.</p>\n<h3>The ultimate solution for concrete details and structural parts</h3>\n<p>Common 3D FEA software considers the linear behavior of concrete. Design and code-checks of reinforcement are limited, especially for the <strong>serviceability limit state,</strong> which may lead to the development of <strong>excessive cracks</strong>. All of that is covered within the <a data-item-id=\"42ce7f6b-6491-4224-a01e-c4c0072ed1cd\" href=\"\">CSFM-based</a> application IDEA StatiCa Detail. Now, all engineers can efficiently design and code-check structures of any shape and many more.</p>\n<p>If you want to see more of <strong>IDEA StatiCa Detail </strong>in action, there are other <a href=\"https://www.ideastatica.com/support-center-webinars?product=concrete&label=detail\" data-new-window=\"true\" title=\"recorded webinars\" target=\"_blank\" rel=\"noopener noreferrer\">recorded webinars</a> to watch, or browse our Support center for <a href=\"https://www.ideastatica.com/support-center-tutorials?product=concrete&label=detail\" title=\"IDEA StatiCa Detail\">tutorials</a> and read the <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">theoretical background.</a></p>\n<h3>Webinar recording</h3>"
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"value": "<p>From frequent customer inquiries and our own experience, we have put together the following topics:</p>\n<ul>\n <li>How to input compressive load under the anchoring plate to the model</li>\n <li>How to input the load from the ceiling</li>\n <li>How to input the load from the shear connection</li>\n <li>How to input the partial factors for ULS and SLS</li>\n</ul>\n<p>Each issue is briefly described and then explained as part of an already streamed webinar.</p>\n<p><em>Note: If you need a reminder of what types of load can be used in the application, continue to the article </em><a data-item-id=\"38cbe005-0e1e-4d75-ae8a-2ef9dcee4c2b\" href=\"\"><em>General Description of Load impulses in Detail application</em></a><em>.</em></p>\n<h2>How to input compressive load under the anchoring plate to the model</h2>\n<figure data-asset-id=\"68f349db-e4be-4378-a5be-c6ed60084ecf\" data-image-id=\"68f349db-e4be-4378-a5be-c6ed60084ecf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3724fe58-e2c2-4408-b9fd-c8a68186aa77/How%20to%20input%20compressive%20load%20under_MainPicture.png\" data-asset-id=\"68f349db-e4be-4378-a5be-c6ed60084ecf\" data-image-id=\"68f349db-e4be-4378-a5be-c6ed60084ecf\" alt=\"How to input compressive load under the anchoring plate to the model\"></figure>\n<p>The stress in the concrete receives from the analysis in the IDEA StatiCa Connection. Due to the possibility of displaying the effective areas, we are able to integrate the stress on each effective area and get the forces. Due to the fact that the stress is constant along with the height of the effective area, we use uniform load to simulate the effect of stress under the anchoring plate.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b903004b_a526_0119_31fd_3c10466b3ffb\"></object>\n<h2>How to input the load from the ceiling</h2>\n<figure data-asset-id=\"248999d5-7aae-41e1-a77b-15ab22780d7c\" data-image-id=\"248999d5-7aae-41e1-a77b-15ab22780d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ce2c5dac-bde1-453b-873c-82947eca7a8d/How%20to%20input%20the%20load%20from%20the%20ceiling_MainPicture.png\" data-asset-id=\"248999d5-7aae-41e1-a77b-15ab22780d7c\" data-image-id=\"248999d5-7aae-41e1-a77b-15ab22780d7c\" alt=\"How to input the load from the ceiling\"></figure>\n<p>The monolithic junction of the ceiling to the wall induces load, which can not be neglected. According to the shape of the shear force in the place of the junction from the FEA, we can adjust the equivalent load to the model.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"de14d9be_e2f5_0137_7c49_dd516c67400e\"></object>\n<h2>How to input the load from the shear connection</h2>\n<p>The shear connection is possible modeled using a special load device called \"Patch load\". This entity is capable of distributed point load over an effective radius (area) which is defined by the user. </p>\n<figure data-asset-id=\"4455c845-919f-4dbe-a02d-fda43670a9ac\" data-image-id=\"4455c845-919f-4dbe-a02d-fda43670a9ac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/06cf789c-5902-461d-85ef-31d63ecc82cd/How%20to%20input%20the%20load%20from%20the%20shear%20connection.png\" data-asset-id=\"4455c845-919f-4dbe-a02d-fda43670a9ac\" data-image-id=\"4455c845-919f-4dbe-a02d-fda43670a9ac\" alt=\"How to input the load from the shear connection\"></figure>\n<p>The option when the force is transferred directly to the concrete or reinforcement bars is derived from the realization of the connection in the wall. We have used the option for direct transfer to the reinforcement bars due to the effect of welding the anchors to the wire fabrics. It is really important to realize that the shear joint transfers, apart from the vertical load, also bending moment out of the plane of the wall. This effect cannot be covered in the 2D model in IDEA StatiCa Detail.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n84a805ec_c0d5_0194_d92a_22e6c77a3ab9\"></object>\n<h2>How to input the partial factors for ULS and SLS</h2>\n<p>Load cases as self–weight or ceiling are added in the characteristic values. If we input the load cases from the joints, we apply the partial factor of 1 due to the design value extracted from the IDEA StatiCa Connection. Nevertheless, in SLS, the situation is not so simple due to the fact that design values cannot be separated from the point of view of permanent and variable loads and divided by appropriate partial factors. The reason is the non-linear analysis in IDEA StatiCa Connection, so we cannot use the superposition of the loads. 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"value": "<h2>Reinforcement in Partially Loaded Area</h2>\n<p>You can design the reinforcement in the partially loaded area in a more effective way since version 20.1. The reinforcing bars are part of the CSFM model, and the bond between concrete and bars is treated as perfect. </p>\n<figure data-asset-id=\"3ab51e56-2e14-40b7-9f70-7ee929f7adeb\" data-image-id=\"3ab51e56-2e14-40b7-9f70-7ee929f7adeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f589881a-d9fc-4105-a625-e64020697db3/Partially%20loaded%20areas-reinf.PNG\" data-asset-id=\"3ab51e56-2e14-40b7-9f70-7ee929f7adeb\" data-image-id=\"3ab51e56-2e14-40b7-9f70-7ee929f7adeb\" alt=\"partially loaded areas with reinforcement\"></figure>\n<h2>About Partially Loaded Area</h2>\n<p>This feature is suitable mainly for precast and bridge structural engineers who are dealing with significant reactions in the bearings or concentrated prestressed forces from the tendons in the beams. The benefit is hidden beyond non - conservative design, saving material and money.</p>\n<p>We have figured out how to deal with triaxial stress in partially loaded areas. In these areas crushing of concrete is allowed, and the resistance of concrete in compression can be raised due to transverse confinement according to valid standards (Eurocode). The increase of the resistance can be up to 3 times the cylinder strength of concrete.</p>\n<figure data-asset-id=\"b72f7533-5eae-4ccc-8386-af616f712ff6\" data-image-id=\"b72f7533-5eae-4ccc-8386-af616f712ff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/25769cf9-c38a-4738-860c-948de6a17400/Partially%20loaded%20area%201.PNG\" data-asset-id=\"b72f7533-5eae-4ccc-8386-af616f712ff6\" data-image-id=\"b72f7533-5eae-4ccc-8386-af616f712ff6\" alt=\"\"></figure>\n<p>The partially loaded area can be found on every structure. Some typical examples are bridge diaphragms with an area above the bearings, areas under the anchor, or concentrated load on the edge of the wall. Partially loaded areas are designed according to the requirements of the Eurocode and simultaneously are restrained by model geometry (openings, thickness, edges, abrupt change of cross-section).</p>\n<figure data-asset-id=\"db666445-daab-4bbd-8f4c-dd0917b61eba\" data-image-id=\"db666445-daab-4bbd-8f4c-dd0917b61eba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/88696c5a-2fa2-4f08-b3d7-2ae565699c02/Partially%20loaded%20area%202.png\" data-asset-id=\"db666445-daab-4bbd-8f4c-dd0917b61eba\" data-image-id=\"db666445-daab-4bbd-8f4c-dd0917b61eba\" alt=\"Triaxial stress is covered by new feature, which artificially increase the area of the cone and cover this effect.\"></figure>\n<p>The increase of concrete resistance can be considered if the confinement is kept. Due to this condition, reinforcement bars are automatically added to pass the condition regarding confinement and Eurocode provision.</p>\n<figure data-asset-id=\"802e353e-22eb-4418-a1c6-c7c47e4f890c\" data-image-id=\"802e353e-22eb-4418-a1c6-c7c47e4f890c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fecad0b-e34f-415a-86ce-0b5ddf1b674c/Partially%20loaded%20area%20cone.png\" data-asset-id=\"802e353e-22eb-4418-a1c6-c7c47e4f890c\" data-image-id=\"802e353e-22eb-4418-a1c6-c7c47e4f890c\" alt=\"\"></figure>\n<p>This functionality guarantees that models are getting converge and simultaneously comply with design criteria for valid standards (Eurocode). The implemented method is independent of the finite element mesh. <strong>The bearing capacity is increased with</strong> the <strong>changing of the concrete area. The consequence of this state is constant stress along with the height of a cone. </strong>Dispersed fictitious struts affect artificially the stiffness of the cone and correctly redistribute the transverse stress, which appears in this area. The density of each dispersed strut is increased to the direction of the applied load.</p>\n<figure data-asset-id=\"62cc432f-b87c-4de2-b8ca-afd16981510a\" data-image-id=\"62cc432f-b87c-4de2-b8ca-afd16981510a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a98ab65-1aab-4c54-839b-25a89481479e/Dispersed%20fictitious%20struts.png\" data-asset-id=\"62cc432f-b87c-4de2-b8ca-afd16981510a\" data-image-id=\"62cc432f-b87c-4de2-b8ca-afd16981510a\" alt=\"\"></figure>\n<p>Known limitations come out from the standards valid in Eurocode.</p>\n<ul>\n <li>Cones cannot coincide</li>\n <li>The area A<sub>c1</sub> and A<sub>c0 </sub>lie on the resultant of the acting force</li>\n</ul>\n<p><br></p>"
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"value": "<p>Four types of load impulses can be defined for reinforced concrete discontinuity regions:</p>\n<ul>\n <li><strong>Point load</strong></li>\n <li><strong>Line load</strong></li>\n <li><strong>Surface load</strong></li>\n <li><strong>Self-weight</strong></li>\n</ul>\n<p>Now, let's have a look at each of the options.</p>\n<h3>Point load</h3>\n<p>This simple load impulse is defined by its value, direction, inclination, position, and effective radius. The way how a point load is set can influence the method of how the load is applied to the model.</p>\n<p>The first option is to set the load <strong>on edge</strong>. See the figure below.</p>\n<figure data-asset-id=\"7e99a13e-2fe2-4cb1-a62c-1b15c2340daf\" data-image-id=\"7e99a13e-2fe2-4cb1-a62c-1b15c2340daf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fba1061-90ff-47f6-a815-d9f65c830f37/RC-D_04_10.png\" data-asset-id=\"7e99a13e-2fe2-4cb1-a62c-1b15c2340daf\" data-image-id=\"7e99a13e-2fe2-4cb1-a62c-1b15c2340daf\" alt=\"\"></figure>\n<p>The second option is to set the load generally <strong>into the model</strong>. The value of every applied load is calculated by weighted average where the weight is the distance from a point of application. In other words, the applied loads are variably distributed, not uniformly.</p>\n<figure data-asset-id=\"e49527a2-df9f-4065-85e9-28b65779a847\" data-image-id=\"e49527a2-df9f-4065-85e9-28b65779a847\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/571ac7e5-b45a-4e9b-be3d-e855c3633cb5/RC-D_04_11.png\" data-asset-id=\"e49527a2-df9f-4065-85e9-28b65779a847\" data-image-id=\"e49527a2-df9f-4065-85e9-28b65779a847\" alt=\"\"></figure>\n<p>The third option is to adjust the load to the <strong>patch load </strong>-<strong> </strong>one of the <a data-item-id=\"50ed723b-9b87-4870-a69f-e05b5a8a8150\" href=\"\">load-transferring devices</a>, by using the functionality in the Geometry section. </p>\n<figure data-asset-id=\"fe5fd12b-c28b-4ee8-9411-bc6409c8c4f6\" data-image-id=\"fe5fd12b-c28b-4ee8-9411-bc6409c8c4f6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ecc36345-2762-40af-94f9-4bba0b1666a5/QRC-D_03%20Patch%20load.png\" data-asset-id=\"fe5fd12b-c28b-4ee8-9411-bc6409c8c4f6\" data-image-id=\"fe5fd12b-c28b-4ee8-9411-bc6409c8c4f6\" alt=\"\"></figure>\n<p>The load application is shown in the image below.</p>\n<figure data-asset-id=\"8b12881b-a598-447c-972c-0ad8d296c1d3\" data-image-id=\"8b12881b-a598-447c-972c-0ad8d296c1d3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d03a5a23-8992-4269-9528-98d9f60bc8c2/RC-D_04_12.png\" data-asset-id=\"8b12881b-a598-447c-972c-0ad8d296c1d3\" data-image-id=\"8b12881b-a598-447c-972c-0ad8d296c1d3\" alt=\"\"></figure>\n<p>Let's compare the images for the load placed into the model, and set using the patch load. Without patch load, the point load is applied to the elements of the concrete mesh. On the other hand, with patch load, the point load is applied straight to the reinforcement bars.</p>\n<p>The patch load can be connected to the adjacent reinforcement automatically by the software. However, for that, you have to turn on the checkbox for the corresponding bars in the Reinforcement section.</p>\n<figure data-asset-id=\"0ee90871-78b5-429a-b983-01939f512d05\" data-image-id=\"0ee90871-78b5-429a-b983-01939f512d05\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ab55b953-305b-41b6-875b-324abd5f8677/RC-D_04_13--Reinforcement_--_patch_load_--_interconnect_automaticly.png\" data-asset-id=\"0ee90871-78b5-429a-b983-01939f512d05\" data-image-id=\"0ee90871-78b5-429a-b983-01939f512d05\" alt=\"\"></figure>\n<p>In the figure below, you can see the case where the horizontal reinforcement was excluded from the patch load area, hence not considered for the load transmission.</p>\n<figure data-asset-id=\"9c727e53-a09e-4d4d-bd22-58e981060c36\" data-image-id=\"9c727e53-a09e-4d4d-bd22-58e981060c36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9d831094-cb38-4e46-944e-9c175969534a/RC-D_04_14.png\" data-asset-id=\"9c727e53-a09e-4d4d-bd22-58e981060c36\" data-image-id=\"9c727e53-a09e-4d4d-bd22-58e981060c36\" alt=\"\"></figure>\n<p>The point loads can also be transferred via some other load-transmitting devices like bearing plates, hanging loads, and more. Do you want to know more about that? Read the article <a data-item-id=\"50ed723b-9b87-4870-a69f-e05b5a8a8150\" href=\"\">Support and load transmitting components</a>.</p>\n<p>The main principle is that point loads are applied to the model by elastic links with different stiffnesses. The stiffnesses are evaluated by weighted averages based on the length of the links. These links are connected to the points of the concrete or reinforcement mesh (where the blue arrows were drawn) and transfer the loads to the structure.</p>\n<h3>Line load</h3>\n<p>Line load can be defined as uniform or trapezoidal. The used type depends on the numerical load definition. When applying the linear line load, simply enter only one value to the corresponding cell in the data window. Nevertheless, if you need to specify the trapezoidal load, fill in values at one and the other end of the load. See the practical examples:</p>\n<figure data-asset-id=\"ef199929-5587-4a94-a365-7dfe83bf2c9f\" data-image-id=\"ef199929-5587-4a94-a365-7dfe83bf2c9f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ac4c6f3-c3d9-4034-94d8-63ee73fe3922/QRC-D_04%20Line%20load.png\" data-asset-id=\"ef199929-5587-4a94-a365-7dfe83bf2c9f\" data-image-id=\"ef199929-5587-4a94-a365-7dfe83bf2c9f\" alt=\"\"></figure>\n<p><em>Example of a uniform load</em></p>\n<p><br></p>\n<figure data-asset-id=\"290fcd80-c299-4698-bb0d-d7e4f71d4a38\" data-image-id=\"290fcd80-c299-4698-bb0d-d7e4f71d4a38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/26bf6cbb-7f40-4ee7-90c2-2a1bea4eb2df/RC-D_04_03.png\" data-asset-id=\"290fcd80-c299-4698-bb0d-d7e4f71d4a38\" data-image-id=\"290fcd80-c299-4698-bb0d-d7e4f71d4a38\" alt=\"\"></figure>\n<p><em>Example of a trapezoidal load</em></p>\n<p><br></p>\n<p>The principle of applying the load is almost identical to the point load.</p>\n<figure data-asset-id=\"16569610-8b1e-45b3-9c82-dd16ce3ac518\" data-image-id=\"16569610-8b1e-45b3-9c82-dd16ce3ac518\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/265bd9ae-1dba-4f65-87d6-d810c098d1a2/RC-D_04_15.png\" data-asset-id=\"16569610-8b1e-45b3-9c82-dd16ce3ac518\" data-image-id=\"16569610-8b1e-45b3-9c82-dd16ce3ac518\" alt=\"\"></figure>\n<h3>Surface load</h3>\n<p>The application of the surface load works the same way. It is applied to the nodes of the elements of the concrete structure's mesh.</p>\n<figure data-asset-id=\"d05754be-13c0-456f-9480-51ee0053ed3b\" data-image-id=\"d05754be-13c0-456f-9480-51ee0053ed3b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d85026-322e-49b1-966b-d78da3280066/RC-D_04_16.png\" data-asset-id=\"d05754be-13c0-456f-9480-51ee0053ed3b\" data-image-id=\"d05754be-13c0-456f-9480-51ee0053ed3b\" alt=\"\"></figure>\n<h3>Self-weight</h3>\n<p>The <a data-item-id=\"0e81f59d-e89c-424e-8e89-d2b86855097e\" href=\"\">self-weight</a> is a version of the surface load. The intensities are automatically calculated according to the selected cross-section.</p>\n<figure data-asset-id=\"c85e1189-a9e4-4ba3-a54e-964352995583\" data-image-id=\"c85e1189-a9e4-4ba3-a54e-964352995583\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c2fed57-fee4-4e62-af95-ff97d681523c/RC-D_04_17.png\" data-asset-id=\"c85e1189-a9e4-4ba3-a54e-964352995583\" data-image-id=\"c85e1189-a9e4-4ba3-a54e-964352995583\" alt=\"\"></figure>"
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"value": "<p>The end forces of a member of the frame analysis model are transferred to the ends of member segments. Eccentricities of the members caused by the joint design are respected during transfer.</p>\n<p>The analysis model created by CBFEM method corresponds to the real joint very precisely, whereas the analysis of internal forces is performed on much idealized 3D FEM bar model, where individual beams are modeled using center lines and the joints are modeled using immaterial nodes.</p>\n<figure data-asset-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" data-image-id=\"10096aab-7085-4165-96a7-c5a05676a1af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5627020e-d90c-42b3-be1e-dd6ad0cc2ba1/Structural%20design%20of%20steel%20connections%20-%20Loads.png\" data-asset-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" data-image-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" alt=\"\"></figure>\n<p><em>Joint of a vertical column and a horizontal beam</em></p>\n<p>The internal forces are analyzed using 1D members in the 3D model. There is an example of the internal forces in the following figure.</p>\n<figure data-asset-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" data-image-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f94c9234-06f3-455f-b8c0-0718fb1f3082/M_V.png\" data-asset-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" data-image-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" alt=\"\"></figure>\n<p><em>Internal forces in horizontal beam; M and V are the end forces at joint</em></p>\n<p>The effects caused by a member on the joint are important to design the joint (connection). The effects are illustrated in the following figure:</p>\n<figure data-asset-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" data-image-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bf7d9959-a914-4692-92b9-9c8e34bec9d7/1D_CBFEM.png\" data-asset-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" data-image-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" alt=\"\"></figure>\n<p><em>Effects of the member on the joint; CBFEM model is drawn in dark blue color</em></p>\n<p>Moment M and shear force V act in the theoretical joint. The point of the theoretical joint does not exist in the CBFEM model, thus the load cannot be applied here. The model must be loaded by actions M and V which have to be transferred to the end of segment in the distance r</p>\n<p><em>M</em><sub>c</sub> = <em>M</em> – <em>V</em> ∙ <em>r</em></p>\n<p><em>V</em><sub>c</sub> = <em>V</em></p>\n<p>In the CBFEM model, the end section of the segment is loaded by moment <em>M</em><sub>c</sub> and force <em>V</em><sub>c</sub>.</p>\n<p>When designing the joint, its real position relative to the theoretical point of joint must be determined and respected. The internal forces in the position of the real joint are mostly different from the internal forces in the theoretical point of joint. Thanks to the precise CBFEM model, the design is performed on reduced forces – see moment <em>M</em><sub>r</sub> in the following figure:</p>\n<figure data-asset-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" data-image-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/41b9b039-09df-4358-a5df-193329807c2b/Mr.png\" data-asset-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" data-image-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" alt=\"\"></figure>\n<p><em>Bending moment on CBFEM model: The arrow points to the real position of connection</em></p>\n<p>When loading the joint, it must be respected that the solution of the real joint must correspond to the theoretical model used for calculation of internal forces. This is fulfilled for rigid joints but the situation may be completely different for hinges.</p>\n<figure data-asset-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" data-image-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73a64f02-d658-4e3e-a965-dc3c77832767/pinned.png\" data-asset-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" data-image-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" alt=\"\"></figure>\n<p><em>Position of hinge in theoretical 3D FEM model and in the real structure</em></p>\n<p>It is illustrated in the previous figure that the position of the hinge in the theoretical 1D members model differs from the real position in the structure. The theoretical model does not correspond to reality. When applying the calculated internal forces, a significant bending moment is applied to the shifted joint and the designed joint is overlarge or cannot be designed either. The solution is simple – both models must correspond. Either the hinge in 1D member model must be defined in the proper position or the shear force must be shifted to get a zero moment in the position of the hinge.</p>\n<figure data-asset-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" data-image-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d108966f-a62c-4b08-8a51-ed0db6d10eee/M_r_CBFEM.png\" data-asset-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" data-image-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" alt=\"\"></figure>\n<p><em>Shifted distribution of bending moment on beam: zero moment is at the position of the hinge</em></p>\n<p>The shift of the shear force can be defined in the table for the internal forces definition.</p>\n<p>The location of load effect has a big influence on the correct design of the connection. To avoid all misunderstandings, we allow the user to select from three options – <strong>Node</strong> / <strong>Bolts</strong> / <strong>Position</strong>.</p>\n<figure data-asset-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" data-image-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f8a04e0-e53d-471b-862f-5a3cf91af8db/node_bolts_position.png\" data-asset-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" data-image-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" alt=\"\"></figure>\n<p>Note that when selecting the Node option, the forces are applied at the end of a selected member which is usually at the theoretical node unless the offset of the selected member is set in geometry.</p>\n<h4>Import loads from FEA programs</h4>\n<p>IDEA StatiCa enables to import internal forces from third-party FEA programs. FEA programs use an envelope of internal forces from combinations. IDEA StatiCa Connection is a program which resolves steel joint nonlinearly (elastic/plastic material model). Therefore, the envelope combinations cannot be used. IDEA StatiCa searches for extremes of internal forces (<em>N, V</em><em><sub>y</sub></em><em>, V</em><em><sub>z</sub></em><em>, M</em><em><sub>x</sub></em><em>, M</em><em><sub>y</sub></em><em>, M</em><em><sub>z</sub></em>) in all combinations at the ends of all members connected to the joint. For each such extreme value, also all other internal forces from that combination in all remaining members are used. Idea StatiCa determines the worst combination for each component (plate, weld, bolt etc.) in the connection.</p>\n<p>The user can modify this list of load cases. He can work with combinations in the wizard (or BIM) or he can delete some cases directly in IDEA StatiCa Connection.</p>\n<p><strong>Warning!</strong></p>\n<p>It is necessary to take into account unbalanced internal forces during the import. This can happen in following cases:</p>\n<ul>\n <li>Nodal force was applied to the position of the investigated node. The software cannot detect which member should transfer this nodal force and, therefore, it is not taken into account in the analysis model. <em>Solution: Do not use nodal forces in global analysis. If necessary, the force must be manually added to a selected member as a normal or shear force.</em></li>\n <li>Loaded, non-steel (usually timber or concrete) member is connected to the investigated node. Such member is not considered in the analysis and its internal forces are ignored in the analysis. <em>Solution: Replace the concrete member with a concrete block and anchorage.</em></li>\n <li>The node is a part of a slab or a wall (usually from concrete). The slab or the wall is not part of the model and its internal forces are ignored. <em>Solution: Replace the concrete slab or wall with a concrete block and anchorage.</em></li>\n <li>Some members are connected to the investigated node via rigid links. Such members are not included in the model and their internal forces are ignored. <em>Solution: Add these members into the list of connected members manually.</em></li>\n <li>Seismic load cases are analysed in the software. Most FEA software offer the modal analysis to solve seismicity. The results of internal forces of seismic load cases provide usually only internal force envelopes in sections. Due to the evaluation method (square root of the sum of squares – SRSS), the internal forces are all positive and it is not possible to find the forces matching to the selected extreme. It is not possible to achieve a balance of internal forces. <em>Solution: Change the positive sign of some internal forces manually.</em></li>\n</ul>"
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"value": "<p>Single-purpose, specialized programs or Excel design sheets based on the Strut-and-Tie Method are currently used for the design of discontinuity regions. Conversely, scientifically oriented programs might exceptionally be used with no link-up with national standards and regulations, and without design and optimization of reinforcement. This practice leads to oversimplifications or on the contrary to the attempt to simulate reality. A new method and a software tool allow engineers to design appropriate concrete dimensions as well as location and amount of reinforcement in an efficient way, providing safe and economical designs based on valid standards. It is based on a computer-aided implementation of stress field models. Simplified assumptions similar to the ones used in hand calculations are used, improved to allow ductility and SLS verifications, and based on clear material properties. Stress fields can be seen as a generalized Strut-and-Tie Method in which real members with stresses instead of force resultants are considered. The verification has been done against code independent cases as well as against existing codes with material laws as defined in the codes.</p>\n<p>The paper was published by the team of J. Navratil, P. Sevcik, L. Michalcik, P. Foltyn & J. Kabelac at the Czech Concrete Days conference, 2017. </p>"
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"value": ""
},
"metadata__og_image": {
"name": "OG:image",
"type": "asset",
"value": []
},
"translation__translation_connector": {
"name": "Translation Connector",
"type": "taxonomy",
"value": [],
"taxonomyGroup": "languages"
},
"translation__force_translation": {
"name": "Force translation",
"type": "multiple_choice",
"value": []
},
"translation__last_translation": {
"images": [],
"linkedItemCodenames": [],
"linkedItems": [],
"links": [],
"name": "Last translation",
"type": "rich_text",
"value": "<p><br></p>"
},
"translation__ai_translated": {
"name": "AI translated",
"type": "multiple_choice",
"value": []
},
"page_tree_settings__page_label": {
"name": "Page label",
"type": "text",
"value": ""
},
"page_tree_settings__path_segment": {
"name": "Path segment",
"type": "text",
"value": ""
},
"page_tree_settings__breadcrumb_style": {
"name": "Breadcrumb style",
"type": "multiple_choice",
"value": []
},
"page_tree_settings__hide_in_breadcrumbs": {
"name": "Hide in breadcrumbs",
"type": "multiple_choice",
"value": []
}
}