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"value": "<p>O CSFM 3D define o comportamento do betão com base na teoria da plasticidade de<strong> Mohr-Coulomb modificada</strong> para cargas monotónicas. O método <strong>considera as tensões principais do betão na compressão e as tensões da armadura (</strong><strong><em><sub>σsr</sub></em></strong><strong>) nas fissuras, negligenciando a resistência à tração do betão (corte de tensão), exceto o seu efeito de reforço na armadura (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>reforço de tensão</strong></a><strong>).</strong></p>\n<p><strong><em><sub>σc1r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc2r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc3r</sub></em></strong> ≤<strong><em> 0 MPa</em></strong></p>\n<p>Os varões de reforço estão ligados aos elementos finitos do volume de betão através de elementos de ligação, permitindo o deslizamento entre o betão e o reforço. É de notar que o CSFM 3D <strong>não é adequado para simular betão simples</strong> devido à ausência de tensão, o que pode resultar em deformações enganadoras e divergência de modelos. De um modo geral, a teoria de Mohr-Coulomb inclui duas propriedades fundamentais que regem a evolução da superfície de plasticidade em compressão e parcialmente em tração: o ângulo de atrito interno <em>φ</em> e o parâmetro de coesão <em>c</em>. <strong>O CSFM 3D assume um ângulo de atrito interno nulo </strong>(Fig. 1e), conduzindo a um dimensionamento conservador devido à semelhança da superfície de plasticidade com o modelo de Tresca, que é independente do primeiro invariante de tensão.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Pressupostos básicos do CSFM 3D: (a) tensões principais no betão; (b) tensões na direção da armadura;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) diagrama tensão-deformação do betão em termos de tensões máximas; (d) diagrama tensão-deformação da armadura}}\\) \\( \\textsf{\\textit{\\footnotesize{em termos de tensões nas fissuras e deformações médias; (e) círculos de Mohr para o modelo de betão em CSFM 3D; (f) tensão de corte da ligação - deslizamento}}\\) \\( \\textsf{\\textit{\\footnotesize{relação para verificações do comprimento de ancoragem.}}}\\)</em></p>\n<h4>Betão</h4>\n<p>O modelo de material apresentado é um modelo de plasticidade multi-superfície dado pela combinação dos modelos de Mohr-Coloumb e Rankine para carregamento monotónico. É importante notar que este modelo não aborda a descarga, pelo que as variáveis de estado não são armazenadas, como seria o caso nos modelos clássicos de plasticidade utilizados para cargas cíclicas.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>Como já foi referido, o modelo de material destina-se a ser utilizado em aplicações que calculam a resposta do betão armado (não é adequado para betão simples). Isto deve-se à exclusão do betão em tração. Por conseguinte, o modelo nem sequer é adequado para elementos estruturais em que as regras de dimensionamento do betão armado, tais como a taxa de armadura mínima, o espaçamento máximo entre barras, etc., não são cumpridas. Deve também ser acrescentado que, por razões de estabilidade numérica, é definida uma capacidade de tração muito pequena no modelo. A parte de tração é limitada por planos correspondentes ao modelo de Rankine.</p>\n<p>O modelo CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, considera um ramo infinitamente plástico após a tensão de pico ser atingida). Esta simplificação não permite a verificação da capacidade de deformação das estruturas que roem à compressão. No entanto, a sua capacidade última é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução<sub>𝜂𝑓𝑐</sub> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>fc</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<p>A <em>fc</em><em><sub>,red</sub></em> é então comparada com a Tensão Principal Equivalente σc<em><sub>,eq</sub></em> no betão, que será definida mais tarde, naturalmente, com a consideração de todos os factores de segurança prescritos pelo código.</p>\n<p>Uma descrição detalhada do modelo de betão pode ser encontrada na seguinte ligação:</p>\n<ul>\n <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Modelo de material de betão para detalhe 3D</strong></a></li>\n</ul>\n<h4>Reforço</h4>\n<p>O diagrama bilinear tensão-deformação para varões de armadura, tal como definido pelos códigos de projeto (Fig. 1d), representa um modelo idealizado. Este modelo requer o conhecimento das propriedades básicas da armadura durante a fase de projeto, especificamente a classe de resistência e ductilidade. Em alternativa, os utilizadores têm a opção de definir uma relação tensão-deformação personalizada.</p>\n<p>A rigidez à tração é considerada através da modificação da relação tensão-deformação do varão de reforço nu para captar a rigidez média dos varões embebidos no betão (<sub>εm</sub>) (Fig. 1b).</p>\n<h4>Ancoragem</h4>\n<p>O deslizamento da ligação entre a armadura e o betão é introduzido no modelo de elementos finitos considerando a relação constitutiva simplificada rígida-perfeitamente plástica apresentada na (Fig. 1f), sendo <em><sub>fbd</sub></em> o valor de projeto (valor facturado) da tensão última da ligação especificada pelo código de projeto para as condições específicas da ligação.</p>\n<p>Este é um modelo simplificado com o único objetivo de verificar as prescrições de ligação de acordo com os códigos de projeto (i.e., ancoragem do reforço). A redução do comprimento de ancoragem quando se utilizam ganchos, laços e formas de barra semelhantes pode ser considerada através da definição de uma determinada capacidade na extremidade da armadura, como será descrito mais adiante.</p>\n<h4>Ancoragens</h4>\n<p>O elemento da ancoragem é definido como sendo capaz de transferir forças normais de tração ou compressão, bem como forças de corte, considerando também a rigidez à flexão. No entanto, apenas é avaliada a tensão normal nas ancoragens.</p>\n<p>Estão disponíveis dois tipos de ancoragens:</p>\n<ul>\n <li>Ancoragem adesiva</li>\n <li>Reforço no local</li>\n</ul>\n<p>O comportamento da armadura de betão armado é o mesmo que o da armadura clássica (tipo de ancoragem, ligação, etc.) <strong>. Para as ancoragens adesivas, é possível definir diretamente o valor de projeto da resistência da ligação.</strong> Este valor deve ser lido na ficha técnica do fabricante.</p>"
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"value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory is a mathematical model describing the response of<strong> </strong>brittle materials, to shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the compressive strength far exceeds the tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In structural engineering, it is used to determine failure load as well as the angle of fracture for displacement of fracture surface in concrete and similar materials. Coulomb's friction hypothesis is used to determine the combination of shear and normal stress that will cause a fracture of the material. Mohr's circle is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the principle of normality, the stress introduced at failure will be perpendicular to the line describing the fracture condition. </p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the angle of friction. This makes the strength of the material determinable by comparing the external mechanical work introduced by the displacement and the external load with the internal mechanical work introduced by the strain and stress at the line of failure. By conservation of energy, the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 5.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 6.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases. </p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 5, where the real angle of internal friction is used, and Figure 6, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way. </p>\n<p>\\[\\kappa = \\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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"value": "<h3>Equações de equilíbrio</h3>\n<p>A teoria das pequenas deformações permite a montagem da equação de equilíbrio com base no volume não deformado, utilizando uma abordagem de primeira ordem.</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Equações de equilíbrio e representação gráfica em elemento infinitesimal}}}\\]</em></p>\n<h3>Equações de compatibilidade</h3>\n<p>Um corpo sólido é constituído por volumes infinitesimais ou pontos materiais, cada um dos quais está interligado sem intervalos ou sobreposições. As condições matemáticas devem ser respeitadas para evitar a ocorrência de lacunas ou sobreposições quando um corpo contínuo sofre deformação.</p>\n<h3>Equações constitutivas</h3>\n<p>As equações constitutivas que regem o comportamento dos elementos 3D desempenham um papel fundamental na análise do comportamento dos materiais em mecânica estrutural. Estas equações são formuladas para acomodar o <strong>comportamento isotrópico</strong> não linear, que é válido para barras <strong>de blocos sólidos </strong>no IDEA StatiCa Detail.</p>\n<p>Quando se trata de uma <strong>parede 3D</strong>, é essencial ter em conta o <strong>comportamento </strong>ortotrópico ao longo da sua espessura, prestando especial atenção à tensão no betão devido à ausência de armadura transversal. A ortotropia é causada pela permissão da tensão no betão numa direção fora do plano. As propriedades do material, como o módulo de elasticidade e o coeficiente de Poisson, permanecem as mesmas.</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Matriz de conformidade isotrópica linearmente elástica}}}\\]</em></p>"
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"value": "<p>O modelo de análise de elementos finitos não linear (inelástico) é criado por vários tipos de elementos finitos utilizados para modelar o betão, a armadura e a ligação entre eles. Os elementos de betão e de armadura são inicialmente malhados de forma independente e depois interligados através de restrições multiponto (elementos MPC). Isto permite que o reforço ocupe qualquer posição não limitada aos nós da malha tetraédrica. Para verificar o comprimento da ancoragem, a ligação e a extremidade da ancoragem, são inseridos elementos de mola entre a armadura e os elementos MPC.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 10\\qquad Modelo de elementos finitos: elementos de reforço mapeados para a malha de betão utilizando elementos MPC e de ligação}}}\\]</em></p>\n<h4>Betão</h4>\n<p>O betão é analisado utilizando <strong>elementos tetraédricos mistos com rotações nodais</strong>. Os elementos tetraédricos permitem-nos criar malhas em regiões de qualquer topologia, enquanto a formulação implementada garante resultados de deformação precisos (sem tensões de corte espúrias, conhecidas como efeito de bloqueio de corte), mesmo para malhas grosseiras que não seriam adequadas para a formulação de elementos tetraédricos lineares.</p>\n<p>É utilizada a integração total. Isto significa que cada elemento está equipado com quatro pontos de integração situados dentro do volume. Esta integração produz um campo preciso de deformação e tensão, permitindo uma avaliação e apresentação suficientes dos resultados em todo o volume. Posteriormente, os critérios de paragem são estabelecidos com base no valor do ponto de integração.</p>\n<h4>Reforço</h4>\n<p>As armaduras são modeladas por elementos de \"barra\" 1D de dois nós (CROD), que apenas têm rigidez axial. Estes elementos são ligados a elementos especiais de \"ligação\" que foram desenvolvidos para modelar o comportamento de deslizamento entre um varão de reforço e o betão circundante. Estes elementos de ligação são posteriormente ligados por elementos MPC (multi-point constraint) à malha que representa o betão. Esta abordagem permite a criação de malhas independentes para a armadura e para o betão, enquanto a sua interligação é assegurada posteriormente.</p>\n<h4>Elementos de ligação</h4>\n<p>O comprimento de ancoragem é verificado através da implementação das tensões de corte de ligação entre os elementos de betão (3D) e os elementos do varão de reforço (1D) no modelo de elementos finitos. Para este efeito, foi desenvolvido o tipo de elemento finito \"ligação\".</p>\n<p>O elemento de ligação é definido como um elemento finito de casca ligado a elementos que representam a armadura pela primeira camada e pela segunda camada à malha de betão através de restrições multiponto (elementos MPC). É de notar que o elemento de ligação é sempre apresentado neste artigo com uma altura diferente de zero, que é, no entanto, definida como infinitesimal no modelo.</p>\n<p>O comportamento deste elemento é descrito pela tensão de ligação, <em><sub>τb</sub></em>, como uma função bilinear do deslizamento entre os nós superior e inferior, <em>δu</em>, ver (Fig. 11).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad (a) Ilustração concetual da deformação de um elemento de ligação; (b) função de deformação de corte}}}\\]</em></p>\n<p>O módulo de rigidez elástica da relação ligação-deslizamento, <em>Gb</em>, é definido da seguinte forma:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em><sub>kg</sub></em> coeficiente dependente da superfície do varão de reforço (por defeito, <em>kg</em> = 0,2)</p>\n<p><em><sub>Ec</sub></em> módulo de elasticidade do betão (tomado como <em>Ecm</em> no caso de EN)</p>\n<p>Ø o diâmetro do varão de reforço</p>\n<p>Os valores de cálculo (valores ponderados) da tensão última de corte da ligação, <em><sub>fbd</sub></em>, fornecidos nos respectivos códigos de cálculo selecionados EN 1992-1-1 ou ACI 318-19 são utilizados para verificar o comprimento da ancoragem. O endurecimento do ramo plástico é calculado por defeito como <em>Gb/105</em>.</p>\n<h4>Mola de ancoragem</h4>\n<p>O fornecimento de extremidades de ancoragem aos varões de reforço (i.e., curvas, ganchos, laços...), que cumprem as prescrições dos códigos de dimensionamento, permite a redução do comprimento de ancoragem básico dos varões<em>(lb</em><em><sub>,net</sub></em>) por um determinado fator β (referido como o \"coeficiente de ancoragem\" abaixo). O valor de projeto do comprimento de ancoragem<em>(lb</em>) é então calculado da seguinte forma:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad Modelo para a redução do comprimento de ancoragem: a) Força de ancoragem ao longo do comprimento de ancoragem de }}}\\] \\[ \\textsf{\\textit{\\footnotesize{a barra de reforço, b) lei constitutiva da força de ancoragem por deslizamento}}\\]</em></p>\n<p>A redução do comprimento de ancoragem é incluída no modelo de elementos finitos através de um elemento de mola na extremidade da barra (Fig. 12a), que é definido pelo modelo constitutivo apresentado na (Fig. 12b). A força máxima transmitida por esta mola<em>(</em><em><sub>Fau</sub></em>) é:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>onde :</p>\n<p><em>β</em> o coeficiente de ancoragem baseado no tipo de ancoragem</p>\n<p><em><sub>Como</sub></em> a secção transversal do varão de reforço</p>\n<p><em><sub>fyd</sub></em><em> </em>o valor de projeto (valor calculado) da tensão de cedência da armadura</p>"
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"value": "<h3>Placa de base</h3>\n<p>A placa de base é modelada como um elemento de casca linear. O material de aço utilizado para as placas de base é definido no separador Materiais. A única propriedade física é o módulo de elasticidade <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad A definição do material da placa de base}}}\\]</em></p>\n<p>A placa de base pode ser carregada por uma carga pontual (Fx, Fy, Fz, Mx, My, Mz) e por um grupo de forças (Fx, Fy, Fz), utilizado principalmente para carregar modelos exportados do IDEA StatiCa Connection. Note que as cargas pontuais e os momentos pontuais carregam diretamente o nó correspondente da placa de base. Isto significa que não há redistribuição, apenas pela rigidez da placa de base.</p>\n<p>Esta implementação permite importar efeitos de carga da Ligação IDEA StatiCa que são aplicados à placa de base na localização dos elementos finitos de soldadura individuais com o valor e a direção determinados a partir da tensão geral desse elemento finito de soldadura. Para mais informações, consulte o capítulo correspondente deste documento.</p>\n<p>O contacto apenas por compressão friccional é definido entre a placa de base e o betão. Para a <strong>transferência de cisalhamento</strong>, o utilizador pode escolher entre três opções:</p>\n<ul>\n <li><strong>Por ancoragens</strong></li>\n <li><strong>Por fricção</strong></li>\n <li><strong>Por olhal de cisalhamento</strong></li>\n</ul>\n<p>O software não permite a combinação destes mecanismos de transferência de cisalhamento.</p>\n<p><strong>O</strong> coeficiente<strong>de atrito</strong> deve ser introduzido como um valor projetado (calculado). No caso de a força de corte resultante <em><sub>Fxy</sub></em><em> </em>exceder a força de pressão <em><sub>Fz</sub></em> vezes o coeficiente de atrito <em>μ</em>, o cálculo pára e nem todas as cargas se aplicam ao modelo. A condição é escrita da seguinte forma:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>Isto pode ser visto no exemplo seguinte, onde são considerados dois casos de carga.</p>\n<ul>\n <li>LC1 - Tipo permanente - <sub>Fz</sub> = 100 kN</li>\n <li>LC2 - Tipo variável - <sub>Fx</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad Entrada de carga para o exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>No primeiro passo de cálculo, toda a carga permanente é aplicada. Em seguida, a carga variável é aplicada gradualmente até atingir o valor da carga de pressão vezes o coeficiente de atrito.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad Resultados do exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>O gráfico da Figura 16 define o comportamento do contacto de atrito entre a placa de base e o betão.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Gráfico força-deslocamento que descreve o comportamento do contacto por atrito}}\\]</em></p>\n<p>O valor de <em>Fzμ</em> difere para cada incremento do cálculo, enquanto o valor da deformação de corte máxima <em><sub>uxy</sub></em> é constante.</p>\n<p>Se a força normal de compressão <em><sub>Fz</sub></em> e a força de corte <em><sub>Fxy</sub></em> forem introduzidas num tipo de caso de carga (por exemplo, apenas permanente), e a condição de <em><sub>Fxy</sub></em><em> / (</em><em><sub>Fzμ</sub></em><em>) ≤ 1</em> não for cumprida<em>, </em>não será aplicada qualquer carga ao modelo porque a condição não é cumprida em nenhum incremento do cálculo.</p>\n<p><strong>O olhal de corte</strong> está ligado à malha de betão por restrições que permitem apenas a compressão e a transferência de tensões normais.</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Shear lug transferência do mecanismo de corte}}}\\]</em></p>\n<p>O lug de cisalhamento é modelado a partir de elementos de casca lineares, onde o módulo de elasticidade E define o material.</p>\n<p>Os resultados não são avaliados e apresentados para a placa de base, bem como para a barra de corte.</p>\n<h3>Ancoragens</h3>\n<p>Os elementos finitos que representam as ancoragens são modelados de forma a poderem transferir forças normais e de corte para o betão, tendo também em conta a rigidez à flexão das ancoragens. Para modelar o deslizamento entre a ancoragem e o betão circundante, são utilizados os mesmos elementos de ligação e MPC que para a armadura. A diferença é que, no caso das ancoragens adesivas, é possível especificar a resistência de projeto da ligação.</p>\n<p>As ancoragens podem ser interligadas com placas de base. Para esta interligação, é utilizada uma restrição totalmente não linear para ligar a extremidade da ancoragem a um nó da placa de base. Este elemento permite-nos controlar todos os graus de liberdade para garantir, por exemplo, que nenhuma pressão é transferida pelas ancoragens para a placa de base sem separação, ou que nenhum corte é transferido pela ancoragem ao modelar um olhal de corte, etc.</p>\n<p>As definições de<strong>interligação com a placa de base</strong> para ancoragens permitem ao utilizador controlar se a ancoragem será ligada à placa de base através das restrições mencionadas anteriormente e como.</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p>Na versão atual <strong>, apenas</strong> <strong>é suportado</strong> <strong>o contacto direto</strong> entre a placa de base e o betão <strong>.</strong></p>\n<p>A força de compressão não é transferida da placa de base para a ancoragem no caso de contacto direto. 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Por outro lado, para a transferência de cisalhamento utilizando ancoragens, este campo dá a opção de excluir algumas ancoragens da transferência de cisalhamento.</p>"
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"value": "<p>O modelo IDEA Statica Detail não tem de ser sempre modelado a partir do zero ou de um modelo. Existe também a opção de importar o modelo incluindo os efeitos de carga do IDEA StatiCa Connection. A geometria do bloco de betão, as ancoragens, a placa de base, os materiais e os efeitos de carga são transferidos.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Cargas importadas do IDEA StatiCa Connection}}}\\]</em></p>\n<p>A placa de base é carregada por um grupo de forças determinado a partir da tensão geral de cada elemento finito das soldaduras que ligam a barra de aço e a placa de base.</p>\n<p>Uma vez que a definição dos componentes individuais é diferente em Ligação e Detalhe (por exemplo, a placa de base é modelada por um material linear em Detalhe, enquanto que em Ligação é modelada por um material plástico), haveria uma redistribuição diferente de cargas entre o contacto placa de base-betão e as ancoragens, ou entre as próprias ancoragens. Por outras palavras, haveria diferentes forças normais de tração nas ancoragens em Ligação e Detalhe. Por esta razão, as ancoragens são importadas desligadas para forças normais (na direção da ancoragem) da placa de base, e as ancoragens são carregadas diretamente com as forças de tração aplicadas. Além disso, as forças opostas que carregam a placa de base localizada no local da ancoragem devem ser adicionadas para colocar o modelo em equilíbrio. Estas duas forças opostas são apresentadas na Figura 16.</p>\n<p>No entanto, as forças de corte são transferidas pela interconexão da placa de base e da ancoragem (ou lug de corte, ou fricção). Este comportamento é possível porque existe uma restrição que liga a placa de base e a ancoragem, permitindo-nos controlar todos os graus de liberdade desta interligação.</p>"
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"value": "<h3>Betão - ULS</h3>\n<p>O modelo de betão implementado no 3D CSFM baseia-se nas leis constitutivas de compressão uniaxial prescritas pela EN 1992-1-1 para o dimensionamento de secções transversais, que apenas dependem da resistência à compressão. O diagrama parábola-retângulo especificado na norma EN 1992-1-1 Cl. 3.1.7 (1) (Fig. 15a) é utilizado por defeito no CSFM 3D, mas os projectistas podem também escolher uma relação elástica ideal plástica mais simplificada de acordo com a norma EN 1992-1-1 Cl. 3.1.7 (2) (Fig. 15b). A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 15\\qquad Os diagramas tensão-deformação do betão para ULS: a) diagrama parábola-retângulo; b) diagrama bilinear}}}\\]</em></p>\n<p>A implementação do CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εcu2</sub> (<sub>εcu3</sub>) num valor de 5% enquanto a EN 1992-1-1 assume uma deformação última inferior a 0,35%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a sua capacidade última <em><sub>fcd</sub></em> de acordo com a EN 1992-1-1 3.1.3 é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>αcc</sub></em> é o coeficiente que tem em conta os efeitos a longo prazo na resistência à compressão e os efeitos desfavoráveis resultantes da forma como a carga é aplicada. Está de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (1). O valor por defeito é 1,0.</p>\n<p><em><sub>fck</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Por defeito, é considerado o diagrama tensão-deformação bilinear idealizado para os varões de reforço nus definido na EN 1992-1-1, secção 3.2.7 (Fig. 16). A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas durante a fase de projeto (classe de resistência e ductilidade). Sempre que conhecida, pode ser considerada a relação tensão-deformação efectiva da armadura (laminada a quente, trabalhada a frio, temperada e autotemperada, ...). O diagrama tensão-deformação da armadura pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de enrijecimento por tração (é impossível calcular a largura da fenda). A utilização do diagrama tensão-deformação com um ramo superior horizontal não permite a verificação da durabilidade estrutural. Por isso, é necessária a verificação manual dos requisitos de ductilidade padrão.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16 \\qquad Diagrama tensão-deformação da armadura: a) diagrama bilinear com um ramo superior inclinado; b) diagrama bilinear}}\\] \\[ \\textsf{\\textit{\\footnotesize{com um ramo superior horizontal.}}}\\]</em></p>\n<p>O reforço de tração (Fig. 17) é contabilizado automaticamente através da modificação da relação tensão-deformação de entrada do varão de armadura simples de forma a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p>O Método do Campo de Tensões Compatível está em conformidade com as normas de projeto modernas. Uma vez que os modelos de cálculo utilizam apenas propriedades de material padrão, o formato do fator de segurança parcial prescrito nas normas de dimensionamento pode ser aplicado sem qualquer adaptação. Desta forma, as cargas de entrada são factorizadas e as propriedades caraterísticas do material são reduzidas utilizando os respectivos coeficientes de segurança prescritos nas normas de dimensionamento, exatamente como na análise convencional do betão. Os valores dos coeficientes de segurança dos materiais prescritos na EN 1992-1-1 cap. 2.4.2.4 são definidos por defeito, mas o utilizador pode alterar os coeficientes de segurança nas definições de Código e cálculo (Fig. 18).</p>\n<figure data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4cadae4a-9a8a-4f9b-935c-51395116ed4e/Material%20factors.png\" data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad A configuração dos coeficientes de segurança dos materiais no Idea StatiCa Detail.}}}\\]</em></p>\n<p>Os coeficientes de segurança das cargas têm de ser definidos pelo utilizador em Regras de combinação para cada combinação não linear de casos de carga (Fig. 19). Para todos os modelos implementados no <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, os coeficientes de segurança parciais já estão predefinidos.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad A definição dos factores parciais de carga em Idea StatiCa Detail.}}}\\]</em></p>\n<p>Utilizando combinações adequadas de coeficientes de segurança parciais definidas pelo utilizador, os utilizadores também podem calcular com o CSFM 3D utilizando o método do coeficiente de resistência global (Navrátil, et al. 2017), mas esta abordagem quase nunca é utilizada na prática de dimensionamento. Algumas orientações recomendam a utilização do método do fator de resistência global para análises não lineares. No entanto, em análises não lineares simplificadas (como o 3D CSFM), que apenas requerem as propriedades do material que são utilizadas em cálculos manuais convencionais, é ainda mais desejável utilizar o formato de segurança parcial.</p>"
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"value": "<p>As diferentes verificações exigidas pela norma EN 1992-1-1 são avaliadas com base nos resultados diretos fornecidos pelo modelo. As verificações ULS são efectuadas para a resistência do betão, a resistência das armaduras e a ancoragem (tensões de corte da ligação).</p>\n<p>A <strong>resistência do betão</strong> à compressão é avaliada como o rácio entre a tensão principal equivalente máxima σc<em><sub>,eq </sub></em>obtida da análise de EF e o valor limite σc<em><sub>,lim</sub></em> = <em><sub>fcd</sub></em>.</p>\n<p><strong>A tensão principal equivalente expressa a tensão uni-axial equivalente para um estado de tensão tri-axial geral.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>O valor σc<em><sub>,eq</sub></em> pode, portanto, ser diretamente comparado com os limites de resistência uniaxial de acordo com 1992-1-1 Cl. 3.1.7 (1).</p>\n<p>Esta expressão é derivada da implementação da teoria da plasticidade de Mohr-Coulomb, assumindo conservadoramente o ângulo de atrito interno φ <em>= 0°.</em></p>\n<p>A <strong>resistência da armadura</strong> é avaliada tanto em tração como em compressão como a relação entre a tensão na armadura nas fissuras <em><sub>σsr</sub></em> e o valor limite especificado σs<em><sub>,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{para diagrama bilinear com ramo superior inclinado}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\,\\textsf{\\small{para diagrama bilinear com ramo superior horizontal}}\\)</p>\n<p>em que:</p>\n<p><em><sub>fyk</sub></em> é a tensão de cedência da armadura de acordo com a norma EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em> é o rácio entre a resistência à tração<em><sub>ftk</sub></em> e a tensão de cedência,<br>\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γs</em><sub> é </sub>o fator de segurança parcial para o reforço.</p>\n<p>A <strong>tensão de corte da ligação</strong> é avaliada independentemente como o rácio entre a tensão da ligação <em><sub>τb</sub></em> calculada pela análise de EF e a resistência final da ligação <em><sub>fbd</sub></em><sub>,</sub> de acordo com a norma EN 1992-1-1 cap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2,25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>em que:</p>\n<p><em><sub>fctd</sub></em><sub> </sub>é o valor de projeto da resistência à tração do betão de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (2). Devido à fragilidade crescente do betão de resistência mais elevada, <em>fctk</em><em><sub>,0.05</sub></em><sub> </sub>é limitado ao valor para C60/75 de acordo com a norma EN 1992-1-1 Cl. 8.4.2 (2)</p>\n<p><sub>η1</sub> é um coeficiente relacionado com a qualidade da condição de ligação e a posição da barra durante a betonagem (Fig. 31).</p>\n<p><sub>η1</sub> = 1,0 quando se obtêm \"boas\" condições e</p>\n<p><sub>η1</sub> = 0,7 para todos os outros casos e para barras em elementos estruturais construídos com formas deslizantes, a menos que se possa demonstrar que existem \"boas\" condições de ligação</p>\n<p><sub>η2</sub> está relacionado com o diâmetro da barra:</p>\n<p><sub>η2</sub> = 1,0 para Ø ≤ 32 mm</p>\n<p><sub>η2</sub> = (132 - Ø)/100 para Ø > 32 mm</p>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad EN 1992-1-1 Figura 8.2 - Descrição das condições de ligação.}}}\\]</em></p>\n<p>No IDEA StatiCa Detail, as condições de ligação são tidas em conta de acordo com a Fig. 20 c) e d). A direção da betonagem pode ser definida na aplicação para cada item do projeto da seguinte forma:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Direção de betonagem}}}\\]</em></p>\n<p>Estas verificações são efectuadas em relação aos valores-limite apropriados para as respectivas partes da estrutura (isto é, apesar de haver uma única classe para o betão e para o material de reforço, os diagramas finais de tensão-deformação serão diferentes em cada parte da estrutura devido aos efeitos de enrijecimento por tração e amolecimento por compressão).</p>\n<p><strong>Força total </strong><strong><em><sub>Ftot</sub></em></strong><strong> e força limite </strong><strong><em><sub>Flim</sub></em></strong></p>\n<p>A força total <strong><em><sub>Ftot</sub></em></strong> é o resultado da análise de elementos finitos e pode ser definida de duas formas.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>onde<em><sub>As</sub></em> é a área da barra de reforço e <em><sub>σs</sub></em> é a tensão na barra.</p>\n<p>Ou como uma soma da força de ancoragem<em><sub>Fa e </sub></em>da força de ligação <em><sub>Fbond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>em que<em><sub>Fa</sub></em> é a força real na mola de ancoragem e <em><sub>Fbond</sub></em> é a força de ligação que pode ser obtida através da integração da tensão de ligação <em><sub>τb</sub></em> ao longo do comprimento da barra de reforço <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p><sub>Cs</sub> é a circunferência do varão de reforço.</p>\n<p>A força limite<strong><em><sub>Flim</sub></em></strong> é a força máxima no elemento do varão considerando a <strong>resistência última</strong> do varão e também <strong>as condições de ancoragem </strong>(ligação entre o betão e a armadura e ganchos de ancoragem, laços, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>em que <sub>Cs</sub> é a circunferência da barra de reforço e <em>l</em> é o comprimento desde o início da barra de reforço até ao ponto de interesse.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Definição da força limite Flim}}\\]</em></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>em que<em><sub>Flim,add</sub></em> é a força adicional calculada a partir da magnitude do ângulo entre elementos vizinhos.<em><sub>Flim,2</sub></em> deve ser sempre inferior a<em><sub>Fu</sub></em>.</p>\n<p>Os <strong>tipos de ancoragem</strong> disponíveis no CSFM 3D incluem uma barra reta (i.e., sem redução da extremidade da ancoragem), curva, gancho, laço, barra transversal soldada, ligação perfeita e barra contínua. Todos estes tipos, juntamente com os respectivos coeficientes de ancoragem β, são apresentados na Fig. 23 para a armadura longitudinal e na Fig. 24 para os estribos. Os valores dos coeficientes de ancoragem adoptados estão de acordo com a norma EN 1992-1-1, secção 8.4.4 Tab. 8.2. É de notar que, apesar das diferentes opções disponíveis, o CSFM 3D distingue três tipos de extremidades de ancoragem: (i) nenhuma redução no comprimento da ancoragem, (ii) uma redução de 30% do comprimento da ancoragem no caso de uma ancoragem normalizada, e (iii) ligação perfeita.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Tipos de ancoragem disponíveis e respetivos coeficientes de ancoragem para varões de reforço longitudinal no CSFM 3D:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) varão reto; (b) dobra; (c) gancho; (d) laço; (e) varão transversal soldado; (f) ligação perfeita; (g) varão contínuo.}}}\\]</em></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Tipos de ancoragem disponíveis e respectivos coeficientes de ancoragem para estribos.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Estribos fechados: (a) gancho; (b) dobra; (c) sobreposição. Estribos abertos: (d) gancho; (e) barra contínua.}}}\\]</em></p>\n<p>Para cumprir a norma EN 1992-1-1, a mola de ancoragem deve ser utilizada no cálculo, a mola de ancoragem é modificada pelo coeficiente β, pelo que o utilizador deve utilizar um dos tipos de ancoragem disponíveis ao definir as condições de início e fim da armadura.</p>"
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"value": "<h3>Betão - Resistência</h3>\n<p>O modelo de betão implementado para o cálculo da resistência no CSFM baseia-se na curva tensão-deformação parabólica-plástica para o betão baseada na curva tensão-deformação parabólica da Portland CementAssociation descrita nas Notas da PCA sobre os requisitos do código de construção ACI 318-99 para betão estrutural, Figura 6-8. A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad O diagrama tensão-deformação do betão para análise de resistência}}}\\]</em></p>\n<p>A implementação do CSFM no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão à compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εc0</sub> no valor máximo de 5%, enquanto o ACI 318-19 Cl. 22.2.2.1 assume uma deformação final inferior a 0,3%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a resistência é corretamente prevista quando se considera o aumento da fragilidade do betão à medida que a sua resistência aumenta, através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>em que:</p>\n<p><sub>α1</sub> é o fator de redução da resistência à compressão do betão definido no ACI 318-19 Cl. 22.2.2.4.1. Quando se utiliza um diagrama tensão-deformação parábola-retângulo, é necessário reduzir a tensão de compressão máxima por este fator. Isto faz com que a distribuição de tensões na zona de compressão seja a média, de modo a que a resistência à compressão resultante seja menor ou igual à resistência à compressão calculada utilizando um diagrama tensão-deformação com um ramo plástico decrescente<em>.</em></p>\n<p><em>Φc</em><em><sub>é </sub></em>o fator de redução da resistência do betão. O valor por defeito é definido de acordo com a Tabela 24.2.1 (b)(f) do ACI 318-19.</p>\n<p><em>f'</em><em><sub>c</sub></em> é a resistência do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Considera-se um diagrama tensão-deformação perfeitamente elasto-plástico com um ponto de cedência definido para a armadura sem pré-esforço. Ver ACI 319-19 CL. 20.2.1. A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas - resistência e módulo de elasticidade.</p>\n<p>O diagrama tensão-deformação da armadura também pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de rigidez à tração.</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42 \\qquad Diagrama tensão-deformação do reforço}}}\\]</em></p>\n<p>onde:</p>\n<p><em>Φs</em><em><sub>é </sub></em>o fator de redução de resistência para o reforço. Onde o valor predefinido é definido de acordo com a Tabela 24.2.1 do ACI 318-19.</p>\n<p><em><sub>fy</sub></em> é a tensão de cedência da armadura</p>\n<p><em><sub>Es</sub></em> módulo de elasticidade da armadura</p>\n<p>10% é selecionado como a deformação limite na qual o cálculo é interrompido. Este valor é considerado seguro com base no artigo 7 da norma ASTM A955/A955M-20c.</p>\n<p>A rigidez à tração (Fig. 43) é contabilizada automaticamente através da modificação da relação tensão-deformação de entrada do varão de reforço nu, de modo a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p><br></p>\n<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h1>Structural design of concrete discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#design-tools-for-reinforcement\">Design tools for reinforcement</a></p>\n<h2>Analysis model of IDEA StatiCa Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n<a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n<a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n<a href=\"#finite-element-types\">Finite element types</a><br>\n<a href=\"#meshing\">Meshing</a><br>\n<a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n<a href=\"#presentation-of-results\">Presentation of results</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states-and-crack-width-calculation\">Limit states, crack width calculation, and Tension stiffening</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-en\">Material models (EN)</a><br>\n- <a href=\"#safety-factors\">Safety factors</a><br>\n- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n- <a href=\"#partially-loaded-areas\">Partially loaded areas (PLA)<br>\n</a>- <a href=\"#serviceability-limit-state-analysis\">Serviceability limit state analysis</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-aci\">Material models (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a><br>\n- <a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\">Bearing and anchorage zones - Partially loaded areas<br>\n</a>- <a href=\"#serviceability-verifications\">Serviceability verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-aus\">Material models (AUS)</a><br>\n- <a href=\"#stress-reduction-and-load-factors\">Stress reduction and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a><a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\"><br>\n</a>- <a href=\"#serviceability-checks\">Serviceability checks</a></p>\n<p><br></p>\n<p><a href=\"#prestressing-in-detail-model-description\">Prestressing in Detail - Model description</a></p>\n<p><br></p>\n<h1>Introduction to the CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e49a18d3_27e8_019b_eba3_65063bb594c2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c86c543f_3b21_01e3_bff1_67d7962ff523\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n57a4812b_a0a0_01a0_4c2c_553304acad7e\"></object>\n<h1><br></h1>\n<h1>Analysis model of IDEA StatiCa Detail</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n74d0024f_d938_019c_aad5_614c9ce53be1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general___finite_e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bc913c01_15a1_016c_f226_e7b1efa4cf0c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n359667de_5a59_0171_aa77_53fc1ab66f13\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n89b859bf_4dd6_01d3_b6ed_5ed3d99108a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2d8eb39_c569_01f4_ab99_1cc2eb12eca0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___finite_element_typ\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43735c90_43fa_0140_a813_ef8d1d1ec26e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e5110320_3e70_0182_6411_9a32a51ca04d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eba0afe_d078_0158_e878_829fb7dea3c2\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b2330c4f_9095_0147_d88d_740d54fa1cd5\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Eurocode</h1>\n<p>Assessment of the structure using 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.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fd27e424_850f_0161_9ca1_1628abf23729\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n42b5158b_2e6e_01fc_2be7_c94511681d26\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d26ec589_f86b_016e_b63d_81a26568bcef\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n474a1f83_1818_0143_4a62_5e6efabf1e75\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eab8217_160a_011a_5401_26ccf6d9d2b1\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to ACI 318-19</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>CSFM is in accordance with ACI 318-19, chapter 6.8.1.1. In order for the CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2255550_3131_0169_9696_ef5264f6bc37\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43a7cf88_b42e_01b1_e683_394a5601b9fc\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n409e2543_c691_0120_9d2b_4ef7d4601f79\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0660c3e2_725d_01a9_0ca9_9e0ead044d0f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c6e3c1b1_9373_0150_502e_af77397ecd6e\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Australian standard AS 3600 (2018)</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6. </p>\n<p>The analysis by CSFM takes into account all relevant non-linear and inelastic effects (except shrinkage) defined in 6.6.3. </p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days <em>f'</em><em><sub>c</sub></em> is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d025294b_107f_0192_e99e_db636ef9d8c3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9a945260_0590_01e7_9874_b9955afa56c4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f676ef5_04ff_012d_0f70_87de68bd0052\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ef1c1682_e40a_0171_bc00_2d379ffe2d41\"></object>\n<h1><br></h1>\n<h1>Prestressing - model description</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fb927016_9a3d_01e5_5ae8_4a2f55fd08cd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2ebd4911_d551_0184_1cae_5d39c32e0037\"></object>\n<h1><br></h1>\n<h1>References</h1>\n<p>ACI Committee 318. 2019. <em>Building Code Requirements for Structural Concrete (ACI 318-19) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova. 2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst & Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&genre=book&isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Standards Australia. 2018. <em>Concrete Structures (AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Standards Australia. 2022. <em>Concrete Structures – Commentary (Supplement 1 to AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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"value": "<h1>Dimensionamento estrutural de descontinuidades 3D de betão no IDEA StatiCa Detail</h1>\n<h2>Introdução ao método 3D CSFM</h2>\n<p><a href=\"#general-introduction\">Introdução geral para o dimensionamento estrutural de detalhes 3D de betão</a><br><a href=\"#main-assumptions-and-limitations\">Principais hipóteses e limitações</a><br><a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Implementação da teoria da plasticidade de Mohr-Coulomb no CSFM</a><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">3D</a><br><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">Hipóteses de mecânica geral para o CSFM 3D</a></p>\n<h2>Modelo de análise do IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introdução à implementação de elementos finitos</a><br><a href=\"#finite-element-types\">Tipos de elementos finitos</a><br><a href=\"#load-transfer-devices\">Dispositivos de transferência de carga</a><br><a 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href=\"#strength-reduction-and-load-factors\">Redução da resistência e factores de carga</a><br>- Verificações <a href=\"#strength-verifications\">de resistência</a></p>\n<h1>Introdução ao método CSFM 3D</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3c784fa4_ef4d_014c_5c9c_35ca3a9fe9b3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17aca1ee_f85b_01d8_591a_961a87f02078\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___main_assumption\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cc15fa6a_aebf_0193_d90b_2315f5865e6e\"></object>\n<object 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data-codename=\"theoretical_background_3d_detail___ultimate_limit_\"></object>\n<h1>Verificações estruturais de acordo com ACI 318-19</h1>\n<p>O CSFM 3D está em conformidade com o ACI 318-19, capítulo 6.8.1.1. Para que o CSFM 3D cumpra os requisitos da secção 6.8.1.2 do ACI 318-19, foram efectuados muitos testes de verificação em várias universidades. Os artigos individuais que resumem os resultados da verificação e validação podem ser encontrados na seguinte hiperligação.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Detalhe 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n06603a22_b57b_0147_d32e_b4f9436486e2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1e58559_cf50_01ba_d632_23b450d07cde\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4967f7b6_e74f_01b2_6b52_452dccbaa54f\"></object>\n<h2>Verificações e validações</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Pormenor 3D</a></li>\n</ul>\n<h3>Referências</h3>\n<ol>\n <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determinação dos parâmetros de Mohr-Coulomb a partir de critérios de resistência não lineares para taludes 3D. <em>Math. Probl. Eng.</em> <strong>2019</strong>, 6927654.</li>\n <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determinação dos parâmetros de material de Mohr-Coulomb para concreto sob teste de tração indireta. <em>Tech. Gaz.</em> <strong>2019</strong>, <em>26</em>, 412-419.</li>\n <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modelo de material Mohr-Coulomb-Rankine modificado para concreto. <em>eng. Comput.</em> <strong>2011</strong>, <em>28</em>, 853-887.</li>\n <li>Fan, Q.; Gu, SC; Wang, BN; Huang, RB Critério de Força Parabólica de Mohr de Dois Parâmetros Aplicado para Analisar os Resultados do Teste Brasileiro. <em>Aplicar. Mech. Mater.</em> <strong>2014</strong>, <em>624</em>, 630-634.</li>\n</ol>"
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"value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>. </p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation. </p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D. </p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks. </p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. </p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete). </p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -> Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has <strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation. </p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block </h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically. </p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner. </p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met. </p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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"value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n <li>Members</li>\n <li>Supports</li>\n <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n <li>Whole surface</li>\n <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff. </p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only. </p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p> The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses. </p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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"value": "<h3>Anchor design in Connection</h3>\n<p>For some time now, it has been possible to model and assess the anchoring of steel beams/columns to a concrete block in IDEA StatiCa Connection. The ability to model anchors with hooks has been added to the recently released version 24.1. The empirical formulas from the Eurocode (EN 1992-4 and EN 1993-1-8) are used to assess the different failure modes of anchors and concrete. However, due to the lack of information on some types of anchors and the fact that reinforcement in the concrete block cannot be taken into account, some failure modes cannot be fully assessed. However, the user is advised of the following statement.</p>\n<figure data-asset-id=\"a6de2d39-2e59-44d9-92fc-9fc12425d6e7\" data-image-id=\"a6de2d39-2e59-44d9-92fc-9fc12425d6e7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ac0b00ac-3e0a-4f81-8fc5-4732be81e27b/codecheck%20fail.png\" data-asset-id=\"a6de2d39-2e59-44d9-92fc-9fc12425d6e7\" data-image-id=\"a6de2d39-2e59-44d9-92fc-9fc12425d6e7\" alt=\"\"></figure>\n<h3>3D CSFM in Detail application</h3>\n<p>Previously, users had to add manual calculations for some cases. To eliminate these deficiencies, it is now possible to export the model from Connection to Detail. This involves transferring the geometry and parameters of the concrete block, footplate and anchors including the applied load. In Detail, it is then possible to model the reinforcement into the concrete block and perform a non-linear finite element calculation (3D CSFM).</p>\n<figure data-asset-id=\"23efbdf1-0744-4ddd-80d3-f604aeddec96\" data-image-id=\"23efbdf1-0744-4ddd-80d3-f604aeddec96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1e057cd3-adbf-4d96-b0c7-89509d3e581e/landing_page_2b%202.png\" data-asset-id=\"23efbdf1-0744-4ddd-80d3-f604aeddec96\" data-image-id=\"23efbdf1-0744-4ddd-80d3-f604aeddec96\" alt=\"\"></figure>\n<p>The checks are then not based on standard Eurocode formulas, but directly assess the stresses and strains in the concrete and reinforcement determined by taking into account the code-compliant material characteristics.</p>\n<p>In this webinar, we will present the entire anchoring design workflow and explain the modeling specifics in a practical demonstration.</p>\n<h3>What's next?</h3>\n<p>Learn more about standard anchoring design in IDEA StatiCa applications:</p>\n<ul>\n <li><a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">How to use the Hilti PROFIS Engineering plugin</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/check-of-anchors-according-to-eurocode\">Theoretical background for code-checks of anchors</a></li>\n <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Import of anchoring from Connection to Detail</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities\">Theoretical background for structural design of concrete 3D discontinuities</a></li>\n</ul>\n<h2>Webinar recording</h2>"
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"value": "<p>Bond strength property of a Single anchor in <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">Detail 3D</a> is the <strong>design value</strong> of bond resistance of Adhesive (post-installed) anchor. It is a crucial parameter for anchoring design in Detail 3D.</p>\n<figure data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e158ca5-a37c-4b95-87d0-1ca92deb6930/bond%20strength%2001.png\" data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" alt=\"\"></figure>\n<p>In terms of EN 1992-4, we can define design bond resistence as τ<sub>Rd</sub> = τ<sub>Rk</sub> /γ<sub>Mp</sub> </p>\n<p>γ<sub>Mp</sub> is partial safety factor defined by table 4.1 in EN 1992-4</p>\n<p>γ<sub>Mp</sub> = γ<sub>Mc</sub> = γ<sub>c</sub> ⋅ γ<sub>inst</sub></p>\n<p>γ<sub>c </sub>= 1.5</p>\n<p><strong>γ</strong><strong><sub>inst </sub></strong>- factor accounting for the sensitivity to installation of post-installed fasteners. Can be found in relevant European Technical Product Specification for the specific product.</p>\n<p><strong>τ</strong><strong><sub>Rk</sub></strong> - is characteristic bond resistance of a post-installed bonded fastener. Depending on concrete strength class, and state of the concrete – cracked vs. uncracked. It can be found in certificate for injection mortar, for example ETA – European Technical Assesment.</p>\n<h3>Eurocode Example</h3>\n<p>Lets have post-installed bonded anchor made from M12 threaded bar and mortar Hilti HIT-HY 200-A V3. The hole is hammer-drilled. The anchor is installed in dry conditions into cracked C20/25 concrete. Design life is 50 years.</p>\n<p>At first we need to go to HIT-HY 200-A product web page <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549\">here</a>. We are looking for ETA document. Go to <strong>Technical data</strong> section of the page and open PDF document Technical data sheet for Hilti HIT-HY 200-A-R-V3 steel to concrete injectable mortar, English.</p>\n<figure data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/72b094a7-1c3f-4a8f-bc98-83572e478dc3/bond%20strength%2002.png\" data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" alt=\"\"></figure>\n<p>On page 3 of the document, you can find links to relevant ETA documents.</p>\n<figure data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111f3094-dc91-4b09-afff-0f1717fe7398/bond%20strength%2003.png\" data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" alt=\"\"></figure>\n<p>Open ETA-19/0601 linked in the first row of the table, which is relevant for us.</p>\n<figure data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23985608-cbd8-4b50-bb68-082641b12984/bond%20strength%2004.png\" data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" alt=\"\"></figure>\n<p>In table C1 of this document, you can find data for <strong>τ</strong><strong><sub>Rk</sub></strong> - characteristic bond resistance. Conservatively for temperature range II, in our case τ<sub>Rk</sub> = 8.0 MPa.</p>\n<figure data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3aabe16c-9075-4675-b1a4-4ea7e1f6a14b/bond%20strength%2005.png\" data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" alt=\"\"></figure>\n<p>In table C1 of the document, you can also find relevant γ<sub>inst </sub>values. In our case γ<sub>inst</sub> = 1.0.</p>\n<figure data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/83351d45-a532-4f48-8783-a69ef1b28ba1/bond%20strength%2006.png\" data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" alt=\"\"></figure>\n<p>The final value of design bond strength is τ<sub>Rd</sub> = 8.0 /(1.5x1.0) = 5.3 MPa. </p>\n<h3>ACI EXAMPLE</h3>\n<p>When using ACI, you can follow a similar process, for instance, Hilti HY200, go to their <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549?activeTab=preconfigured-kits-tabs\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">website</a>. Find the product technical guide and open the PDF, The approvals are shown on the second page: </p>\n<figure data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b05347e-cf65-432d-882d-c65ddb495457/Picture1.png\" data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" alt=\"\"></figure>\n<p>Then, we can open the selected ESR: <a href=\"https://icc-es.org/report-listing/esr-4868/\">https://icc-es.org/report-listing/esr-4868/</a></p>\n<p>The bond strength tables are in the document. They are presented as a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions. </p>\n<p>The resulting characteristic bond strength shall be multiplied by the associated <strong>strength reduction factor</strong>, and the bond strength may also be made for increased concrete compressive strength as noted in the <strong>footnotes</strong> to the bond strength tables. </p>\n<p>Once you find the correct table, select the characteristic bond strength in cracked concrete, which is due to the principles of the Detail app, where the strength in tension is neglected. </p>\n<figure data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95261489-f2e9-4d04-ba7e-c1eae43bbe7f/2025-07-15_13-19-36.PNG\" data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" alt=\"Table 13 Bond strength design information \"></figure>\n<ul>\n <li>τ<sub>Rk</sub>=840 psi</li>\n <li>φd=0.65</li>\n <li>Concrete increase factor for a f'c=4000 psi= 1.0481</li>\n <li>IDEA StatiCa bond strength input = 0.65*1.0481*840psi= 572.26 psi</li>\n</ul>\n<p>The bond strength should be input from technical data sheets; do not consider the values we have by default.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n138cb282_2119_0146_0e7d_e1319f1f20fa\"></object>"
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"value": "<p>Anchoring in a plain concrete block can be modeled and code-checked in IDEA StatiCa Connection. Sometimes, it could be useful or necessary to reinforce the concrete block. Although, this capability isn't available within the Connection app, we have 3D Detail. 3D Detail is focused on solving anchoring into concrete blocks and analysis of both the anchoring elements and the concrete block itself. Moreover, a direct link is implemented between the Connection and Detail applications to simplify the process.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Connection users who design <strong>anchoring according to Eurocode</strong> can <strong>import their model from Connection to the advanced 3D Detail by one button click</strong>.</p>\n<h3>How does it work?</h3>\n<ul>\n <li>Import is allowed just for anchoring. If there is no concrete block in the Connection model, the export to Detail is disabled (\"RC check\").</li>\n <li>The model in Connection has to be calculated. If results are not available, the export icon (\"RC check\") is disabled.</li>\n <li>Only one concrete block for the import/export is allowed.</li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>The connection is imported, including </h3>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">Adhesive</a>/Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook</li>\n <li>Friction coefficient</li>\n</ul>\n<h3>How to export anchoring from Connection to Detail</h3>\n<p>First, create a model of anchoring in Connection according to Eurocode and click the Calculate button.</p>\n<p>When results exist, export of footing is enabled. By clicking the button \"<strong>RC Check</strong>\" in the ribbon, a dialog asking for the location and the name of the newly created Detail file appears.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>After a successful export, the project in Detail is created. The geometry of the concrete block and the base plate, the position and properties of anchors, and the load are automatically transferred to Detail. Surface support placed at the bottom surface of the concrete block is automatically created.</p>\n<p>The most tricky part of this process is the import of the load. For every calculated load effect in Connection, the corresponding load case and the ULS combination are automatically created in Detail.</p>\n<ul>\n <li>The base plate is loaded by <strong>forces in welds,</strong> which are modeled as a <strong>Group of forces. </strong>For the loading of the base plate itself, the imported loading is represented by a group of forces following the stresses in welds between the base plate and steel members in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n <li>Anchors are modeled and loaded independently from the base plate, and they are axially loaded by point loads. 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The other one represents the compression force acting on the base plate. </li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>The Checkbox \"Transfer of axial forces\" is unticked by default as the anchors are loaded by forces directly. </p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n <li>Shear is transferred according to the setting in Connection by one of the options – anchors, shear lugs, or friction. 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"value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated. </p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot. </p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n <li>International design standard (code) </li>\n <li>Profile type and material </li>\n <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n <li>Only connections with 1 member (simple footings)\n <ul>\n <li>Only steel-to-concrete anchoring</li>\n <li>No complex design (footing with braces)</li>\n </ul>\n </li>\n <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>IDEA StatiCa is a tool for solving complex 3D tasks and is fully verified for anchoring in concrete blocks. This solution allows you to perform designs without oversimplifications and provides checks based on the Ultimate Limit State (ULS). Thus, we have a tool to capture all types of <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">concrete failures</a> for footing. Together with IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> for anchorage verification, we offer a comprehensive package for everyone dealing with steel-to-concrete connections.</p>\n<p>Enhanced shear transfer, improved results, and simplified integration between <strong>IDEA StatiCa Connection</strong> and <strong>IDEA StatiCa Detail</strong>, along with the verifications, means the solution is now fully capable of handling real, practical examples of any kind of anchoring. </p>\n<h3>What are some key improvements compared to the BETA version?</h3>\n<ul>\n <li><strong>Shear transferring devices:</strong> Fundamental entities that enable the general design of all types of anchoring <strong>(Anchors, Shear lugs, and Friction)</strong>. There are all types corresponding to the options in IDEA StatiCa Connection, allowing smooth import. Read the separate release note dedicated to <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transferring devices.</a></li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n <li><strong>Result Sections</strong>: As part of the improvements for a better understanding of the results, Detail provides the opportunity to see the actual behavior of the structure. Read the separate release note: <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n <li><strong>Full Connection export with new entities: </strong>The import is possible, including all information about materials, types of anchors, and their end treatments. Read the separate release note: <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Import of anchoring from Connection to Detail</a></li>\n <li><strong>Working Grid Plane</strong>: There is a new grid to help surface identification during modeling, reinforcement, creating sections, etc. Read the separate release note: <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Modelling improvement - Grids and Self-weight</a></li>\n <li><strong>Self-weight:</strong> The application includes another load type, self-weight. It is automatically calculated based on the dimensions and the selected material. </li>\n <li><strong>Refined mesh around anchors:</strong> The mesh around the anchors has been locally refined for accurate results. This setting cannot be changed. The mesh is generated automatically.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Comprehensive functionality description of 3D Detail.</a></p>\n<p><em>Note: Currently for Eurocode (EN) only.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17664d22_8237_0160_ba3e_adce2e7403ca\"></object>\n<h3>Known limitations for Detail 3D</h3>\n<p>Since Detail is just a tool that cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the limitations that must be taken into account:</p>\n<ul>\n <li>The solution is suitable only <strong>for reinforced concrete.</strong></li>\n <li>The application provides<strong> ULS checks</strong> according to EN.</li>\n <li><strong>Only one concrete block</strong> is supported in Detail.</li>\n <li>In Detail, the anchors are only checked for tensile strength. It is necessary to <strong>use Connection for shear and interaction checks</strong>.</li>\n <li>Only models <strong>anchored via the base plate</strong> and <strong>only Direct contact </strong>can be imported to Detail (from Connection). </li>\n <li><strong>Imported loads and user-input loads cannot be combined within one model.</strong></li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article: <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>Verifications</h3>\n<p>We emphasize once again that although Detail 3D is a general solution for modeling any detail, we verify examples step by step. The current focus is mainly on verifying functionalities related to <a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">anchoring</a>. See the overview of what are possible use cases and plans for further development below:</p>\n<table><tbody>\n <tr><td><strong>Use-case</strong></td><td><strong>Functionality ready</strong></td><td><strong>Verification provided</strong></td><td><strong>Verification in version</strong></td></tr>\n <tr><td>Footings of steel columns</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General anchorings of steel members <br>\n(beams, bracings, lifting lugs...)</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General use of the Detail 3D for other cases (Pile caps, Pier caps, etc.)</td><td><p>YES</p>\n<p><br></p>\n</td><td>NO</td><td><p>in development</p>\n<p><br></p>\n</td></tr>\n <tr><td>Wall model type</td><td>NO</td><td>NO</td><td>in development</td></tr>\n</tbody></table>\n<p><br></p>\n<p>We continuously update and add new <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&label=detail_3d\">verifications for 3D Detail</a>, where we verify the functionality and the assumptions. For a deeper understanding of the method, read the comprehensive <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>, which includes the main assumptions, a description of the material model, and more.</p>\n<p>Released in IDEA StatiCa version 24.1</p>"
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"value": "<p>The Eurocode specifies several methods of failure of anchors and concrete footings and further divides them according to the loading type. In <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, we have been able to assess the anchors up to now, but with some limitations, assessments had to be done manually. </p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>At the same time, reinforcement for concrete blocks was impossible to account for. This is now changing with IDEA StatiCa Detail 3D, which adds more possibilities. IDEA StatiCa Detail 3D does not offer assessments as we are used to in the standard that defines them for plain concrete. However, with FE analysis, we can verify that reinforced concrete will satisfy the specified load, and here, it will <strong>prevent the failure of the concrete, which would correspond</strong> to those conditions. The apps work independently and can be used separately, but thanks to the <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">link between Connection and Detail</a>, it is also possible to use Detail only as a supplementary calculation. </p>\n<p>Now, let's go through the Eurocode conditions one by one and the possibilities the applications offer us. </p>\n<h2>Tensile force</h2>\n<p>Eurocode divides the first type of load (<strong>tensile force</strong>) into 6 possible cases of anchor or concrete block failure (a, b, c, d, e, f) and two more for reinforced footings (g, h). </p>\n<p>The figure below schematically shows which type of failure you can assess with the Connection app and what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.1) for anchor design <strong>(CBFEM)</strong>, while IDEA StatiCa Detail is based completely on the finite element method <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Some assessment options are, therefore, overlapping in both applications, but always with a different method. </p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>By the nature of the methods implemented in the software, only plain concrete can be considered in Connection, while <strong>only reinforced concrete footing can be considered in Detail</strong>. </p>\n<figure data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b6dc14ff-0803-4a93-a913-771822b326de/Anchoring%20in%20Detail%203D%20-%20Tension.png\" data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" alt=\"\"></figure>\n<p>The main assumptions and limitations of the analysis for the IDEA StatiCa Detail 3D are mentioned in the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations</a>. </p>\n<h4>a) Steel failure </h4>\n<p>Steel failure of<strong> tension-loaded</strong> anchors alone is verified in both applications. Anchor tensile resistance is checked in Connection according to the following formula:</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>In Detail, the anchors are checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. </p>\n<figure data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8adc76b4-1d26-4f8a-a12a-43914b057c9a/Project%20settings.png\" data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\" alt=\"\"></figure>\n<p>In older versions, the anchors are checked like regular reinforcement bars, based on the stress–strain diagrams defined for particular materials, while using the value of limit strain maximally 5% (calculated based on tension stiffening effect read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>)</p>\n<h4>b) Concrete cone failure </h4>\n<p>Concrete cone failure can be verified in Connection. However, at Connection, the app can only consider <strong>plain concrete</strong>. </p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Therefore, in case the concrete cone fails, it is appropriate to proceed to IDEA StatiCa Detail, where an analysis of the entire reinforced block is provided. The tensile strength of the concrete is conservatively neglected, which means the bearing capacity for cone failure is, to a considerable extent, determined by the specified amount of reinforcement. In the picture below, you can see the <strong>directions of the principal stresses</strong> that indicate the shape of the cone mentioned above. In the right part, you can see the values of the concrete stresses, which are assessed with the limit values. </p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4> c) Pull-out failure</h4>\n<p>This code-check is in Connection only for certain cases (see the first picture in this article). An additional assessment is necessary for post-installed mechanical anchors. </p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>In Detail, it is possible to set up so-called <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">adhesive anchors</a> and specify the design bond strength according to their technical parameters. The anchors will then be verified based on these parameters. (Applicable only for reinforced concrete.)</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Combined pull-out and concrete failure of bonded fasteners</h4>\n<p>This failure can only be detected in Detail, where the concrete stresses and the anchorage areas are assessed using 3D CSFM. The Combined pull-out and concrete failure mechanism is in Detail based on principles defined above, and its assessment is part of the concrete strength and anchorage check. (Applicable only for reinforced concrete.)</p>\n<h4>e) Concrete splitting failure</h4>\n<p>It is not possible to assess in Connection. For Detail, Splitting failure is usually a problem of plain concrete, where the use of reinforcement prevents it from occurring. At the same time, it is possible to see the stresses and strains of both the reinforcement under compression or tension and the concrete under compression in the Detail app. </p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Concrete blow-out failure </h4>\n<p>For plain concrete, empirical code-check according to Eurocode in Connection is possible. </p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>For reinforced structural members, it is possible to use Detail. Concrete blow-out failure is covered in the concrete strength analysis. Where the tensile stresses are transferred only by the reinforcement (as mentioned several times above).</p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel failure of reinforcement and anchorage failure of reinforcement is part of the reinforcement assessment in Detail. </p>\n<p><strong>g) Steel failure of reinforcement</strong></p>\n<p><strong>h) Anchorage failure of reinforcement</strong></p>\n<h2>Shear load</h2>\n<p>Eurocode divides the second type of load (<strong>shear force</strong>) into 4 possible cases of anchor or concrete block failure (a, b, c, d) and two more for reinforced footings (e, f). </p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>The figure below shows <strong>schematically</strong> which type of failure you can assess with the Connection app and also what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.2) <strong>for anchor design </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a><strong>.</strong> All types of failure caused by shear force can be covered in the Connection app. </p>\n<figure data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0383712-82f9-48f8-9dbc-17b6eac2b66a/Anchoring%20in%20Detail%203D%20-%20Shear.png\" data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" alt=\"\"></figure>\n<p>In the IDEA StatiCa Detail 3D, shear can be transferred by friction, anchors or shear lug. It is important to say that only the footing is assessed. Other steel parts (e.g. shear lug, welds) need to be checked in Connection or somewhere else. Again, it must be emphasized that only reinforced concrete is required.</p>\n<h4>a) Steel failure without lever arm</h4>\n<p>Steel failure without the lever arm of shear-loaded anchors is verified in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>In Detail, the anchors are again checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. The assessment is not possible in Detail for older versions.</p>\n<h4>b) Steel failure with lever arm</h4>\n<p>Steel failure with the lever arm of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>The assessment is not possible in Detail.</p>\n<h4>c) Concrete pry-out failure</h4>\n<p>Concrete pry-out failure of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>The shear capacity of the concrete through the base plate is then assessed in the Detail application. </p>\n<h4>d) Concrete edge failure</h4>\n<p>Concrete edge failure of shear-loaded anchors is verified in Connection only for plain concrete. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>Concrete edge failure can be checked in the Detail (reinforced concrete only). </p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel and anchorage failure of reinforcement is part of the reinforcement assessment in IDEA StatiCa Detail. </p>\n<p><strong>e) Steel failure of supplementary reinforcement</strong></p>\n<p><strong>f) Anchorage failure of supplementary reinforcement</strong></p>\n<h2>Conclusion</h2>\n<p>The most significant advantage can be found in examples such as anchoring close to an edge and other cases where plain concrete does not meet the required load. Note that, anchors and shear lugs need to be further assessed in Connection, but together, these two software tools provide a comprehensive solution.</p>\n<p>Due to the method and the way the application is designed, the <strong>Detail application is only suitable for reinforced footings.</strong> </p>\n<p><br></p>"
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"value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n <li><strong>by friction</strong></li>\n <li><strong>by anchors</strong></li>\n <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n <li>Cast-in-place </li>\n <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value. </p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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"value": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<p>Next to the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights in version 24.1</a>, read the full list of the new functionality:</p>\n<h2>Concrete Design</h2>\n<p><strong>Detail 3D (Eurocode only)</strong></p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Full Connection export with new entities</a></li>\n <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a> – Sections, Stress check</li>\n <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" 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data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Multiselect and multiedit in Connection</a></li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Fast app response with quick cancel of calculations</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/project-item-and-material-management#buckling-in-every-project\">Buckling calculations in the backstage menu</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Theoretical-background-in-Report-updated\">Theoretical Background in the report</a> in Italian and Portuguese</li>\n <li><a href=\"https://www.ideastatica.com/support-center/how-to-import-a-plate-from-dxf#Smooth-import-of-plate-shape-from-dxf\">Smooth import of plate shape from DXF</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\">Enhanced parametric design templates</a></li>\n <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Regional improvements</a></li>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes</a></li>\n</ul>\n<h2>BIM and Checkbot</h2>\n<ul>\n <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Multi-management and grouping tools in Checkbot</a></li>\n <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Parameters made useful for everyone</a></li>\n <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">HILTI PROFIS plugin in Checkbot</a></li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">60% faster FEA imports to Checkbot</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\">IFC export from Checkbot</a></li>\n <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Advanced import of connectors from CAD tools</a></li>\n <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Supported BIM links in version 24.1</a></li>\n</ul>\n<h2>Usability and Licensing</h2>\n<ul>\n <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Project settings</a></li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Shared preferences across the whole tool range</a></li>\n <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Single Sign-on for public use</a></li>\n <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Closing the gap between Viewer and Connection</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\">License usage reports in the User Portal</a></li>\n</ul>\n<h2>Full release 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"linkId": "9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e",
"urlSlug": "equivalent-time-for-deflection-evaluation",
"type": "support_center_article"
},
{
"codename": "rn_23_0__enhanced_mesh_in_member__copy_",
"linkId": "fcf88cfa-ef51-4afa-a139-917a5f1f8cbb",
"urlSlug": "triangular-mesh-in-concrete-member",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_23_0",
"linkId": "9a275699-6cf5-48a3-ac7c-1154c4c1331a",
"urlSlug": "release-notes-idea-statica-23-0",
"type": "support_center_article"
},
{
"codename": "rn_22_1_timber_connections__show_angle_to_grains",
"linkId": "eed5a14c-0581-42b1-8a67-7181fb8d4fdf",
"urlSlug": "angle-to-the-grain-of-the-steel-to-timber-connections",
"type": "support_center_article"
},
{
"codename": "rn_22_1__significant_step_to_designing_and_code_ch",
"linkId": "eac075cc-9e8a-4d0b-b678-e94b527863df",
"urlSlug": "gmnia-solver-extended-to-shear-and-torsion-effects",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_22_1",
"linkId": "8136efc3-3a87-48df-9cb2-890edbe4cfb2",
"urlSlug": "release-notes-idea-statica-22-1",
"type": "support_center_article"
},
{
"codename": "rn_22_0__loads_in_equilibrium_by_default",
"linkId": "da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c",
"urlSlug": "loads-in-equilibrium-by-default",
"type": "support_center_article"
},
{
"codename": "rn_22_0__fatigue_improvements",
"linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
"urlSlug": "fatigue-analysis-how-the-results-are-displayed",
"type": "support_center_article"
},
{
"codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
"linkId": "f89307a5-4bac-4632-bb5f-1a2586f199a3",
"urlSlug": "through-bolts-for-hollow-sections-warning",
"type": "support_center_article"
},
{
"codename": "rn22_0__update_of_eccentricity_definition_of_norma",
"linkId": "293fcced-8994-4a81-a805-88267657c66a",
"urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_22_0",
"linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
"urlSlug": "release-notes-idea-statica-22-0",
"type": "support_center_article"
},
{
"codename": "rn_21_1__bearing_type_options_for_bolts",
"linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
"urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
"type": "support_center_article"
},
{
"codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
"linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
"urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
"type": "support_center_article"
},
{
"codename": "rn_21_1__slip_resistance_check_update_according_to",
"linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
"urlSlug": "slip-resistance-check-update-according-to-sp-16",
"type": "support_center_article"
},
{
"codename": "rn_22_0__connection_browser_ii",
"linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
"urlSlug": "company-sets-selection-in-the-connection-browser",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_1",
"linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
"type": "support_center_article"
},
{
"codename": "section_model_view___drawings___sketches____copy_",
"linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
"urlSlug": "updated-cbfem-solver",
"type": "support_center_article"
},
{
"codename": "condensed_elements",
"linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
"urlSlug": "condensed-superelements-invisible-but-essential",
"type": "blog_post"
},
{
"codename": "differences_in_results_between_version_21_and_olde",
"linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
"urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_0_d5c25f3",
"linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
"type": "support_center_article"
},
{
"codename": "rn_20_1__improved_model_of_contacts",
"linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
"urlSlug": "an-improved-model-of-contacts",
"type": "support_center_article"
},
{
"codename": "rn_20_1__butt_welds_upgraded_model",
"linkId": "040fcb75-d544-4d75-bc49-182d150177d7",
"urlSlug": "butt-welds-upgraded-model",
"type": "support_center_article"
},
{
"codename": "rn_20_1__bolt_bearing_distances__en_",
"linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
"urlSlug": "bolt-bearing-distances-for-eurocode",
"type": "support_center_article"
},
{
"codename": "rn_20_1__connecting_plate_eccentricity",
"linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
"urlSlug": "connecting-plate-eccentricity",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20_1",
"linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
"urlSlug": "release-notes-idea-statica-steel-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20_1",
"linkId": "79ff8a70-a79d-483c-8ce8-218a5f43cadc",
"urlSlug": "release-notes-idea-statica-concrete-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20",
"linkId": "4ba1aea8-5819-4504-bfc7-717be84625d1",
"urlSlug": "release-notes-idea-statica-steel-20",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20",
"linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
"urlSlug": "release-notes-idea-statica-concrete-20",
"type": "support_center_article"
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],
"name": "Content",
"type": "rich_text",
"value": "<h2>Version compatibility</h2>\n<p>IDEA StatiCa software version (e.g., 22.1.3.0789) is described by a number represented by the major version (22), minor version (.1), patch number (.3), and build number (.0789).</p>\n<p>Every major and minor version of IDEA StatiCa applications changes project data and makes it impossible to use in the previous versions. This means if you create or save a project in version 22.1, you can not open it in 22.0.</p>\n<p>However, patches within the same version are compatible, so if you create or save a project in patch 22.1.3, you can still open it in patch 22.1.0.</p>\n<p>The cloud services, such as the <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a>, always generate project files in the latest IDEA StatiCa version and patch released.</p>\n<h2>Opening an old project in a newer version</h2>\n<p>Models designed in older versions of IDEA StatiCa may show differences when you upgrade to the newest version. When upgrading to a newer version of the program, you may encounter some differences associated with opening models created in older versions. </p>\n<p>To get updated, please read the <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">release notes</a> for every major and minor version released, together with patch updates and <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">lists of resolved bugs</a>.</p>\n<p>Below is a list of the most important changes for each new version of the program that may lead to some changes in results:</p>\n<h3>Changes in version 25.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a href=\"https://preview.ideastatica.com/support-center/smooth-results-with-precise-meshing#25-1-CHS-mesh\">Update of the FEM mesh for CHS members</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/updated-cbfem-solver#member-calculation-25-1\">Stepped analysis in Member</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/steel-pins#25-1-pin-buckling\">Buckling calculation of models with pins</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/connection-analysis-0-or-doesn-t-reach-100#warning-big-deformation\">Large deformation warning</a></li>\n</ul>\n<p>CONCRETE</p>\n<p>There were several essential improvements to the underlying analysis model. The anchor mesh has been refined, the bond stiffness has been recalibrated, and the whole system of constraints between anchors and concrete block has been enhanced to better reflect real load-slip behavior. In addition, the contact interaction representing the bearing of anchors against concrete under shear loading has been tuned based on internal research, various studies, and code guidance. Altogether, these refinements improve the realism of the load transfer mechanism, which means that the results may differ from previous versions — typically being more realistic and less conservative, while remaining safe.</p>\n<p>Read the <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">highlights</a> and the <a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\">full list of improvements</a> in Release notes IDEA StatiCa 25.1.</p>\n<h3>Changes in version 25.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Geometrically nonlinear analysis</a> (GMNA)</li>\n <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Weld spreading area</a></li>\n</ul>\n<p>Read the <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">highlights</a> and the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 25.0.</p>\n<h3>Changes in version 24.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes improved</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<p>Read the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights</a> and the <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.1.</p>\n<h3>Changes in version 24.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Out of surface load warning in Member</a> (patch 23.1.1)</li>\n <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Extend the member using the cut operation</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Accurate calculation of the shear resistance of slabs</a> (patch 23.1.2)</li>\n</ul>\n<p>BIM and CLOUD SERVICES</p>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free structural design hub for all supported FEA and CAD</a>, and termination of the free Viewer plugins</li>\n</ul>\n<p>Read the <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">highlights</a> and the <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.0.</p>\n<h3>Changes in version 23.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Welds – autodesign, input, warnings, visualization</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Shear force position input and visualization</a> (since patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Yield strength reduction for high-strength steel hollow sections</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warning for welds and bolts connecting the same plates</a> (since patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Filler plate (packing plate) recognition</a> (since patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detailed calculation of connection design material values displayed in the plates' result table</a></li>\n <li>AISC steel and bolt grade materials for AISC360-22 (since patch 23.0.4)</li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularity detection in Member</a> (since patch 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check advancements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Release notes IDEA StatiCa 23.1</a>.</p>\n<h3>Changes in version 23.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Qualification checks of seismic prequalified connections for AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Update of ANSI/AISC 360-22, CSA S16:19 standards, and Taiwain sections</a> </li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Anchors with stand-off</a> (since patch 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Eurocode updates to thin-walled members and anchors</a></li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Edge indexing in Member and Connection models</a></li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Load Extreme Selection</a> (since patch 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Limited stress check feature in Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementation of long-term losses in Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Improvements for ACI 318-19 in Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Imperial rounding improvements in Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Equivalent time for deflection in Beam</a> (since patch 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Triangular mesh in concrete Member</a></li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check improvements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Release notes IDEA StatiCa 23.0</a>.</p>\n<h3>Changes in version 22.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle to the grain of the steel-to-timber connections</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">GMNIA solver extended to shear and torsion effects</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes IDEA StatiCa 22.1</a>.</p>\n<h3>Changes in version 22.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium by default</a></li>\n <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis - how the results are displayed</a></li>\n <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a></li>\n <li>Connection Lite update</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of eccentricity definition of a normal force for concrete columns according to Eurocode</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Release notes IDEA StatiCa 22.0</a>.</p>\n<h3>Changes in version 21.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts in version 21.1 and onwards</a></li>\n <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</a></li>\n <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP 16</a></li>\n</ul>\n<p>For users of <strong>Template Manager</strong>, use version 21.1 to <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transfer your designs into the new Connection Library</a>.</p>\n<p>Read the full list of improvements in <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Release notes IDEA StatiCa 21.1</a>.</p>\n<h3>Changes in version 21.0</h3>\n<p>The biggest change since version 21.0 is in the analytical model of members in Connection, please read the <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Updated CBFEM solver</a> article, and the <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Condensed superelements - invisible but essential</a> blog post. The impact of the changes is also described in <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Analysis model improvements in IDEA StatiCa version 21.0</a> article.</p>\n<p>Read the full list of improvements in <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Release notes IDEA StatiCa 21.0</a>.</p>\n<h3>Changes in version 20.1</h3>\n<p>Here, we point out articles describing the main differences between the older and newer version.</p>\n<ul>\n <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Improved model of contacts</a></li>\n <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Butt welds upgraded model</a></li>\n <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Bolt bearing distances for Eurocode</a></li>\n <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Connecting plate eccentricity</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Release notes IDEA StatiCa Steel 20.1</a> and <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Release notes IDEA StatiCa Concrete 20.1</a>.</p>\n<h3>Changes in version 20</h3>\n<p><strong>Cleat manufacturing operation refactoring</strong></p>\n<p>In the previous version Cleat manufacturing operation sometimes made L cross-section legs swapped, mostly while the members were rotated along the longitudinal axis. From now on, the L sections are positioned correctly, and the legs orientation is kept the same while introducing rotation to the member. The new mechanism behind is based on the new member positioning (by its LCS coordinates - rather then it's Rotations).</p>\n<p><strong>Local coordinate systems of the members in FEA/CAD applications</strong></p>\n<p>All member entities in FEA/CAD applications are created in a way that their definition axis has the start and the end. These two points are taken as a vector to define the local coordinate system of the member. In each FEA/CAD application project are these data information stored and can be used during the import. We took advantage of that, and it helps to improve the correctness of our BIM link geometry import. On the other hand, it changes the rules of the game, and the user must pay attention to the way how the model is created in FEA/CAD because it has an impact on the CBFEM Connection model also. We recommend to pay attention while importing from FEA/CAD projects into the version 20, the local coordinate system of the members may change the model to and difference compared to the model imported into the previous versions is eminent. </p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"Compatibility of versions\"></figure>\n<p><strong>Member application projects compatibility</strong></p>\n<p>IDEA StatiCa Member application passes through agile development, especially the data storage architecture and the guided user interface. Based on this it's obvious that the projects created in the older versions may not be correctly opened in version 20 or the application may fail to open them. Please be aware of that and excuse IDEA StatiCa for inconvenience. </p>\n<p>Read the full list of improvements in <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Release notes IDEA StatiCa Steel 20.0</a> and <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Release notes IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changes in version 10.1 and older</h3>\n<p>One of the reasons behind the new GUI is that a lot of engineers were saying: „IDEA StatiCa Connection needs to be more error-proof”. These “errors” are usually related to:</p>\n<ul>\n <li>Setting the correct <strong>length of members</strong> – in cases of extremely short or long members, this can hugely influence the results. Since version 9, IDEA StatiCa Connection automatically sets an appropriate length of all members.</li>\n <li><strong>Welds </strong>– stress plastic redistribution is by far the most accurate design method for welds and was introduced in version 7.1. During version 8 – and as a transition period - it was the default method, coexisting with the other evaluation methods. Since version 9, this method is the only option available and the other evaluation methods have been removed, to avoid confusion among the users, as we have seen through our helpdesk. This ensures that all welds in the project are safely designed and complying with the code.</li>\n</ul>\n<p>We have implemented several <strong>control mechanisms</strong> for IDEA StatiCa Connection since version 9.0 – automatic-check when the connection is modeled in a recommend way (singularity check, member lengths, their offsets, …). If the connection is not modeled properly, the calculation is interrupted or an error message is displayed. Please be aware that because of all of these improvements, opening projects from previous versions can lead to a different model geometry that may need some further editing.</p>\n<p>We have also improved <strong>meshing </strong>of hollow sections members – IDEA StatiCa Connection since version 9.0 generates finer meshing on hollow section members which might lead to slightly different results compared to older versions.</p>\n<p>We display the compatibility warning on each opening of a project from the older versions:</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"Compatibility of versions\"></figure>"
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"value": "<h2>Version 24.0 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n71180d74_9ffb_01b9_ff7c_9029ec3daf3c\"></object>\n<h2>Steel Connection Design</h2>\n<ul>\n <li><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\"><strong>Parametric templates</strong></a> reduce clicks for standard connections by up to 80%. </li>\n <li><a data-item-id=\"987e0d3d-116f-47b8-8fea-cd8dde608cc3\" href=\"\"><strong>Sketches</strong></a><strong> </strong>now contain<strong> </strong>all necessary data for detailers (editable, readable). </li>\n <li><strong>Connection Library</strong> database increased from 400k to 700k, with new filters (AISC/EN,…). </li>\n <li>One-click <a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\"><strong>Weld Sizing</strong></a><strong> </strong>to full capacity of all welds in the connection. </li>\n <li><a data-item-id=\"5d596a87-216d-478c-9091-8e8f710ad06e\" href=\"\"><strong>Auto-Design of Bolts</strong></a> for shear connections.</li>\n <li><a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>PJP Welds</strong></a> for AISC</li>\n <li>Eurocode only: Modeling <a data-item-id=\"659f367d-2583-4cff-8e95-d103961e93bb\" href=\"\"><strong>Pins</strong></a>,<strong> </strong><a data-item-id=\"b5fdc985-c8bd-41af-abf8-d6722fc84d43\" href=\"\"><strong>Welds optimization</strong></a><strong> </strong>using machine learning. </li>\n <li><a data-item-id=\"cc8f87c9-d20b-43dd-aa50-854bfddabc04\" href=\"\"><strong>Hooked anchors/L-bolts in AISC</strong></a> (<strong>Anchoring update</strong> for Australian/Indian codes).</li>\n <li>A set of <a data-item-id=\"216f23aa-de26-43f7-bf03-59d5c905f88b\" href=\"\"><strong>features and improvements</strong></a> for the comfort of everyday modeling routines.</li>\n <li>You can<strong> </strong><a data-item-id=\"a22aefcd-b75f-4a55-a16e-0f1d664dd7e2\" href=\"\"><strong>change the language of the Report</strong></a><strong> </strong>without affecting the language of the application.</li>\n</ul>\n<h2>Concrete Detail Design</h2>\n<ul>\n <li><a data-item-id=\"382192dd-b0af-4352-b8e2-67196db3c59f\" href=\"\"><strong>Footings</strong></a><strong> and </strong><a data-item-id=\"62787805-f419-46e2-a87d-5e9d938e10a3\" href=\"\"><strong>Walls</strong></a> using 3D model type in IDEA StatiCa Detail. You can structurally design footings and walls loaded out of the plane and see their real behavior. This functionality is in BETA and early access, as verifications are still ongoing. </li>\n <li><a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\"><strong>Intuitive modeling</strong></a> with bulk modifications, faster 3D scene, and calculation speed.</li>\n <li><a data-item-id=\"a1254395-e1e9-4f5f-9cb2-659d78636ef7\" href=\"\"><strong>Report</strong></a><strong> </strong>fully customizable, with<strong> </strong>theoretical background, and reordering of items. </li>\n <li><a data-item-id=\"6ef53c71-e5ea-449b-86e5-e040904eac1d\" href=\"\"><strong>Export</strong></a> of a footing from the Connection app to Detail.</li>\n <li>Some small <a data-item-id=\"395f4930-13ed-462a-b2ba-1de744864390\" href=\"\"><strong>enhancements</strong></a> that have an immense impact on the Detail application.</li>\n <li>Utilize the <a data-item-id=\"ede447fe-7a31-421c-951b-b4b5d291ff2d\" href=\"\"><strong>RCS API for streamlined and efficient design processes</strong></a>.</li>\n</ul>\n<h2>BIM and Checkbot</h2>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\"><strong>FREE version of Checkbot</strong></a> for engineers, detailers, EORs, and others without a commercial license of IDEA StatiCa. This replaces FREE CAD plugins. </li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>Checkbot ready for big projects</strong></a>, reliably handling imports (<30 secs) from models with up to 1,000 nodes and opening them 50% faster due to improved file rendering. </li>\n <li>Cloud app<strong> </strong><a data-item-id=\"8e0407fe-f601-4810-b98b-3725be29d5e9\" href=\"\"><strong>Viewer</strong></a> now displays load effects and has improved uptime and load time. </li>\n <li>Check the compatibility with your software in the list of <a data-item-id=\"c47fe8a4-faa9-45bd-9e52-346863674f26\" href=\"\"><strong>supported versions in 24.0</strong></a></li>\n</ul>\n<h2>Usability and Licensing</h2>\n<ul>\n <li>Logging in using <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Single Sign-On</strong></a> and <a data-item-id=\"71c42530-7c6f-4d69-82ba-5848a74e0ba1\" href=\"\"><strong>User Portal improvements</strong></a> </li>\n <li><a data-item-id=\"6a6fd072-8be0-48d4-9319-5a3ebf2ad0c7\" href=\"\"><strong>Keyboard shortcuts</strong></a> and <strong>a new language</strong> (Brazilian Portuguese) </li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\"><strong>Shared preferences</strong></a> to manage settings across projects and apps </li>\n <li>New <a data-item-id=\"681b748a-eb87-4148-8329-a31be6a2c184\" href=\"\"><strong>Error messaging</strong></a> and <a data-item-id=\"27ac2cc3-d891-4fcd-af3f-ea3b93fbb440\" href=\"\"><strong>Tooltips</strong></a> with links to the support center</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1a4a13e9_f2b7_0148_732e_641a40338c19\"></object>"
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"value": "<h2>1 New project</h2>\n<p>Run the <strong>IDEA StatiCa Connection</strong>. Everything starts on the <strong>Steel</strong> card. </p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Keep default settings</strong> for anchoring topology and step into the app. </p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Design</h2>\n<p><strong>After creating the solution</strong> from the template, to move the footing to the edge, we have to <strong>explode the template to separate operations. </strong></p>\n<figure data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fea954d-3d4b-4484-8cc8-1623c694e003/1.png\" data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" alt=\"\"></figure>\n<p>Let's adjust the baseplate and set <strong>The Shear Force transfer</strong> as<strong> Friction</strong>. </p>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><em>Note: Since the release of </em><em><strong>version 24.1, IDEA StatiCa Detail</strong></em><em> has been out of BETA for </em><em><strong>3D anchoring design</strong></em><em>. With this new version, shear can be transferred through anchors, shear lugs, and friction, too. </em></p>\n<p><strong>Input the internal forces</strong> for biaxially loaded anchoring. The internal forces cause compression stress on the contact between the ground and the concrete block. By default, the concrete block is assumed to be cracked. </p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Check</h2>\n<p><strong>Move</strong> to card,<strong> Check</strong> and <strong>Calculate</strong>. The code check proves the failure mode on the anchors. Let's explore more in detail about it.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Let's explore the potential failures for tension, shear, and mutual interaction according to EN 1992-4. </p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Please review the Detailed Check</strong> <strong>of the Anchors,</strong> as it reveals a nonconformity on the first page. <strong>This will inform you of the code-checks that you need to perform manually or using other methods</strong>, as they are not included in IDEA StatiCa Connection. It is recommended that you take the necessary actions to address this issue.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>Due to the failure of <strong>Anchor Check</strong>: </p>\n<ul>\n <li>The problem is caused by the <strong>Concrete breakout resistance of anchors in tension and shear</strong></li>\n <li><strong>This issue can be easily solved in IDEA StatiCa Detail, powered by the 3D CSFM method</strong>. It helps you overcome the model of plain concrete cracked blocks in IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Export</h2>\n<p>The in-house developed application<strong> IDEA StatiCa Connection now features a powerful BIM link into Detail</strong>, allowing for the design and check of reinforced concrete blocks with multiple combinations.</p>\n<p>Prerequisites for export: </p>\n<ul>\n <li>The model has to be<strong> pre-calculated and the results included</strong></li>\n</ul>\n<p>Go to the card <strong>Check -> RC check -> Save.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>The export is allowed only for anchoring topology. The export allows the transfer of:</p>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: Post installed (Adhesive) /Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook/Headed stud</li>\n <li>Friction coefficient</li>\n</ul>\n<h2>5 Design</h2>\n<p>This section will allow you to modify Members, Supports, Loads&Combinations, and Rebar assembly.</p>\n<h3>Support</h3>\n<p>The ground has some stiffness, which should be considered for precise design. The <strong>Surface Support</strong> enables stiffness in all three directions and is set <strong>as default inactive in tension</strong> (boundary nonlinearity).</p>\n<ul>\n <li>Please be cautious while making assumptions about boundary conditions. In the case of nonlinearity, if the moments are quite high, the concrete block's support in tension may turn over during analysis, causing large rotations. This may lead to a divergent model due to the flexible body motion.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Transfer devices</h3>\n<p>The anchors are taken over from IDEA StatiCa Connection. Two types of anchors can be selected.</p>\n<p>Cast-in-place anchors: </p>\n<ul>\n <li>Pre-installed anchors with the same properties in bond as the reinforcement bars</li>\n</ul>\n<p>Post-installed (Adhesive) anchors:</p>\n<ul>\n <li>Post-installed (chemical anchors) with the option to customise your bond strength based on the actual bond strength.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Pay attention to the correct setting of the <strong>Interconnection with a base plate</strong>. In the case of importing the footing from the Connection application, the <strong>Transfer of axial forces</strong> should be <strong>OFF</strong>, and the <strong>Transfer of shear</strong> should be <strong>ON</strong>. The reason is that the anchors are loaded directly by forces. You can read more about this here.</p>\n<p>If you were to design a footing from scratch in the Detail application, both options would be ON. When transferring shear through anchors, the user must determine which anchors will bear the shear force and select the corresponding checkbox. This aligns with EN requirements, which specify that shear should only be assigned to anchors effective for the concrete edge failure check.</p>\n<h3>Reinforcements</h3>\n<p>Set the concrete cover to 40 mm, which will be used as the default value for the reinforcement.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Select the <strong>Rebar-Assembly(1)-->Group of the bars 3D(2) </strong>and filling out the <strong>Diameter</strong>, <strong>Properties</strong> and <strong>Geometry(3)</strong>. </p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the <strong>Surface</strong>. All the other options are retained. </p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the options below. </p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copy </strong>the operation and change the options below. </p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Loads and combinations</h3>\n<p>Combinations are taken over from IDEA StatiCa Connection. All the consequences of import are mentioned <br>\nin detail in - Import of anchoring from Connection to Detail.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<p>Let's create the <strong>Self-weight:</strong></p>\n<figure data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ae675a-14f5-4777-bb5a-f71dd34b0b1a/10.png\" data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" alt=\"\"></figure>\n<p>Create a combination with Self-weight, and add the coefficient for self-weight = 1.35 according to the codes <br>\nEN 1991-1-1</p>\n<figure data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bfc20268-0bc8-4f33-b60f-d84054bb7d91/10_1.png\" data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" alt=\"\"></figure>\n<h2>6 Check</h2>\n<p><strong>Before running the analysis</strong>, we highly recommend <strong>changing the mesh multiplier</strong> to two or three in order to speed up the calculation. This step is not mandatory, but it can reduce computational time and help detect any divergence issues. <strong>If everything works smoothly and no problems arise, you can switch back to a multiplier of one</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Results</h2>\n<h3>Equivalent Principal Stress</h3>\n<p>The <strong>equivalent principal stress (EPS)</strong> in concrete is determined based on the volume behaviour of the concrete block. The areas that experience the highest load are identified and highlighted. In order to gain insight into the confinement in contrast with uniaxial compression, the equivalent stress is calculated using the kappa factor. More information about equivalent principal stress is enclosed in this article of the theoretical background.</p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Stress in rebars</h3>\n<p><strong>During the Reinforcement Check</strong>, it is critical to note that the anchor close to the corner is maximally utilised. </p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>When displaying the utilisation of reinforcement, the user can clearly see which reinforcement contributes to transferring the load and preventing the concrete cone failure.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Anchorage</h3>\n<p>Double-check the <strong>Anchorage</strong> settings and activate the <strong>Total Force in Anchors</strong>. The forces in the anchors may vary slightly due to the different calculation approaches regarding the concrete block. The differences are not significant, though. </p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Deformations</h3>\n<p>Move to <strong>Auxiliary</strong> and turn on the <strong>Deformation</strong>.</p>\n<p>It is not necessary to perform a deformation check for ULS, but it is highly recommended to check the deformation after analysis to ensure that the model is not experiencing large deformation, large rotation or any finite element is damaged. This will provide an overview of the analysis results and help identify any issues that may have arisen during the analysis.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Report</h2>\n<p>At last, go to the <strong>Report Preview/Print</strong>. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>You have checked the whole connection design according to the codes EN 1993-1-8 and EN 1992-4. 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"value": "<h2>Loading</h2>\n<p>Load cases can be defined in the same way as for 2D reinforced concrete elements. This means that each load case can be assigned either a Permanent or a Variable load type. The Permanent load cases are applied to the model first, and after a successful calculation, the Variable load cases are applied.</p>\n<p><strong>Type of load impulses</strong></p>\n<p>A total of 4 types of load pulses can be added to each load case.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>The definition of <strong>Surface loads</strong> is identical to the definition of Surface support. This means it is possible to specify it in two ways: Whole surface and Polyline. In the case of Surface loads, of course, the load intensity is entered in the three general directions.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p><strong>Group of forces</strong> is a load entity that allows you to specify forces in three directions anywhere on the model using a table. It can be referenced to the base plate or the surface of a concrete block. For tabular input, it is again possible to use the copy-paste functionality from the spreadsheet program.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p><strong>The self-weight</strong> should be included in every model. For example, concrete foundations loaded with a bending moment will not so easily overturn.</p>\n<p><strong>Point loads</strong> can be loaded directly to the base plate with six internal forces Fx, Fy, Fz, Mx, My, and Mz in the general position. </p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3360543b_2063_01ea_8fbf_433cc8bcfd0b\"></object>\n<p>When using a base plate, applying this force directly to a realistic, deformable base plate can lead to unrealistic stress redistribution across the plate, anchors, and concrete. It is therefore more appropriate to use the second option - the stub.</p>\n<p><strong>The Stub</strong></p>\n<p>The stub is represented by a short part of the column above the base plate, which is modeled as a <strong>shell element structure</strong> and behaves as a physically accurate interface between the internal forces and the plate. A standard section database is used.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>The <strong>6-component internal force set</strong> (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> - i.e. the base of the column.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Constraints <strong>transfer the forces</strong> to the <strong>top face of the stub</strong>, from where they are naturally <strong>redistributed through the stub</strong> into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>This approach preserves the realistic stiffness interaction between column and plate and eliminates the need for any manual redistribution or artificial assumptions.</p>\n<p><em>The stub was released in </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<h3>Combinations</h3>\n<p>Because the analysis in IDEA StatiCa Detail is non-linear, so-called non-linear combinations are used. 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"value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n <li>By two points</li>\n <li>On surface edge</li>\n <li>On surface edge on more edges</li>\n <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. In this case, a 3D scene with the reinforcement displayed is additionally available for better orientation, allowing rotations around two axes.</p>\n<figure data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff3a99a5-1dff-4519-9ab7-13c4571673f2/3D%20Detail%20in%2024.1_22.png\" data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" alt=\"\"></figure>"
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"value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n <li>Summary</li>\n <li>Strength</li>\n <li>Anchorage</li>\n <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview. </p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties. </p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction. </p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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"value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check </h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring – can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve. </p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own – see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases – <strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n <li><strong>Multiple anchoring close together</strong> – The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong> – A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n <li><strong>Consideration of existing reinforcement in renovations</strong> – Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included. </li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes – </em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution </h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures. </p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n <li><strong>IDEA StatiCa Connection</strong> – focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n <li><strong>IDEA StatiCa Detail</strong> – The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress. </li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads. </p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>. </p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before – so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. 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"value": "<p>Whether it’s limited space for <a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">anchoring</a>, an unconventional architectural layout, anchoring close to the edge, the need to fasten steel to irregular concrete shapes, or the demand from the construction site to design cast-in plates, these special cases demand more than just typical solutions. That’s exactly where the real design challenge begins.</p>\n<h3>How do structural engineers actually deal with these situations?</h3>\n<p>It starts with assumptions and a lot of manual work and calculations. Hours are spent iterating designs and code-checking. More than often analysed designs lead to unnecessarily oversized footings and plates due to concrete breakouts: </p>\n<ul>\n <li>Concrete edge failure</li>\n <li>Concrete cone failure</li>\n <li>Combination of failures</li>\n</ul>\n<figure data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6505d0c4-6232-48ae-b997-b532639234ec/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" alt=\"\"></figure>\n<p>Take anchoring near the edge, for example. Without reinforcement, it's almost impossible to pass a code-check for concrete edge or cone failure. When anchors are close to each other, you’re suddenly dealing with interacting cones—something most codes advise avoiding altogether. But what do you do when your layout simply doesn't allow for the recommended spacing? </p>\n<p>Supplementary <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">reinforcement needs to be considered</a>. <em>Eurocode 1992-4 - Design of concrete structures - Part 4: Design of fastenings for use in concrete </em>recommends establishing an appropriate strut and tie model. </p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>But what if an atypical shape of concrete block throws a spanner in the works?</p>\n<h3>Tackling anchoring challenges of non-standard concrete block geometries</h3>\n<p>Especially when dealing with irregular geometries or unique layouts that go beyond standard textbook cases, the process is not only time-consuming but also leaves too much room for uncertainty. In such cases, the general shapes can be unpredictable, making it crucial to carefully consider edge distances on all sides. Embedment depth may vary due to differences in block thickness or anchor positioning, and the anchors themselves may not be in the same plane.</p>\n<p>In <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">the latest release of IDEA StatiCa</a>, we’ve added powerful new capabilities to help you design and code-check anchoring in the real-world conditions that do not follow the textbook.</p>\n<p>You can now <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">design and code-check almost any shape of concrete block</a> for anchoring. Whether it’s a pedestal, non-rectangular anchor blocks, extensions of strip foundation, any shape of a wall, or a custom geometry required by architects.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Reinforcement-aware design of cast-in plates</h3>\n<p>In the construction industry, it's common to encounter supporting structures that incorporate both steel and concrete elements. The concrete components often play a key role in providing lateral stability to the steel framework. These elements are typically linked through the use of <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">cast-in plates</a>. Cast-in plates offer reliable anchorage, moreover, they can be fabricated to minimize drilling on construction site. Plates sit flush with the concrete surface, allowing clean and level connections. Cast-in plates are especially favored in applications such as façade support systems, steel frame connections in hybrid concrete-steel buildings, elevator guide rail supports, anchoring mechanical equipment, bridge bearings, and precast concrete panel connections.</p>\n<p>But while their applications are broad, the design can become significantly more complex. The axial forces are resisted by reinforcement in the concrete, which is welded to the steel plate to transfer the load through bond with the concrete. Shear studs, anchors or shear lug resist the shear forces.</p>\n<p>The design resistance of the embedded elements is highly dependent on the position of the concrete reinforcement, especially if the cast-in plate is positioned close to the edge (supporting façade systems).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (with CSFM 3D) automatically takes into account the reinforcement near the cast-in plate, which can significantly increase the loading capacity. 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"value": "<h2>Version 25.0 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4577f87e_589e_0139_aedf_e89eab10e893\"></object>\n<h2>Design anchoring in concrete the way you need</h2>\n<p>If you're regularly designing anchoring in reinforced concrete, especially with cast-in plates or pedestal bases, you’ll immediately notice the performance jump. With the solver overhaul in 25.0, anchoring models that used to run in 15 minutes can now be completed in just three.</p>\n<p>And it’s not just about speed. You now have cleaner, more versatile modeling tools. <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">Want to define cast-in plates with U-, L-, or I-shaped rebars</a>? You can do that in seconds, and reinforcement behavior adapts as you'd expect. <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">Need a custom foundation shape or a multi-level pedestal</a>? Use Boolean operations to carve out exactly what meets your requirements.</p>\n<figure data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/736aa3ef-d821-4660-a3cf-5be8e2fd94ac/Boolein_05.png\" data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" alt=\"\"></figure>\n<h2>Cut setup time with Parametric Templates</h2>\n<p>Manually building steel connections from scratch, or digging through old Excel sheets for reference, slows you down. That’s why version 25.0 introduces a smarter way to design: with over 200 ready-to-use parametric templates you can drop into your project through the new <a data-item-id=\"cc99ba50-ed96-445b-b357-96fbd857ba58\" href=\"\">Connection Wizard</a>.</p>\n<figure data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6b87ac5-5963-4b17-8d3d-aa097d95a325/Combination%20of%20parametric%20template%20and%20unrelated%20operations%200.png\" data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" alt=\"Combination of parametric template and unrelated operations\"></figure>\n<p>Select a joint, adjust the inputs, and watch the 3D preview adapt in real-time. Each template is validated and guided by safe input rules. If you push a parameter too far, you’ll get a warning. If you’re just getting started with IDEA StatiCa, these templates are the quickest way to produce reliable, code-checked designs.</p>\n<p>Need more control? You can “explode” any template into editable operations, giving you full control over the geometry, welds, bolts, and all the elements. You can also build company-specific libraries to standardize workflows and create re-usable templates.</p>\n<h2>Select just the critical connections in Checkbot</h2>\n<p>Got a model with hundreds, or even thousands, of connection nodes? You don’t have time to repeat connection setups one by one. <a data-item-id=\"7ba21733-7480-4d32-8a69-19128290b53a\" href=\"\">IDEA StatiCa Checkbot in version 25.0</a> has been upgraded to handle massive projects effortlessly.</p>\n<figure data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcdcdc0f-f978-415f-8d66-a776df5f5563/Bulk%20workflows%20and%20critical%20load%20filter%20in%20Checkbot%2000a.png\" data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" alt=\"Bulk workflows and critical load filter in Checkbot\"></figure>\n<p>Define a single reference connection with your member types, settings, and force direction. Checkbot automatically groups similar nodes and applies those parameters across the model. That means no more re-entering the same information 50 times. Just one setup, shared across the structure.</p>\n<p>Plus, with the new load extremes filter, out of up to 1,000 load effects, Checkbot pinpoints the critical few. Less computing time, fewer distractions, and no risk of missing the scenarios that actually matter. Once your checks are complete, generate reports in bulk. Choose between detailed outputs or summaries and export everything to PDF with a click.</p>\n<h2>Global-ready workflows</h2>\n<p>If you're working under ACI standards, or collaborating globally, no problem. IDEA StatiCa 25.0 includes full support for <a data-item-id=\"fbf41a21-2c16-4d27-875f-415de12ebcff\" href=\"\">ACI 318-19</a> in both steel and concrete design environments, with terminology that can be toggled between U.S. and UK English.</p>\n<p>In Australia, <a data-item-id=\"7ddfda28-482b-412a-8712-c4bd8c1616e9\" href=\"\">engineers can now work with region-specific code environments</a> fully covering tasks for 2D Detail. And for engineers in China, the GB anchoring code-check has been updated to reflect the latest local requirements.</p>\n<p>Precasters, <a data-item-id=\"aa86833c-cb6b-40d4-956e-f08c3940ec10\" href=\"\">can now export both tendon geometry and mapped reinforcement directly from Beam to Detail</a>, without needing to remodel the geometry and materials. And with <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">RCS now checking for lateral buckling for geometrical imperfections and construction or transport stages</a>, all in a single workflow.</p>\n<figure data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4dee2642-b908-492e-9ae6-f1727c60e720/Export%20from%20BEam%20to%20Detail_04.png\" data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" alt=\"\"></figure>\n<p>To get a complete picture of what IDEA StatiCa version 25.0 contains, be sure to check out the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">release notes</a>, download the latest version, and try it out for yourself using the link below. We cannot wait to hear your feedback!</p>\n<p>You can also sign up for our <a data-item-id=\"0e158996-3bdb-4968-8195-7147e1ed0727\" href=\"\">release webinar</a> to hear a more in-depth guide to the new release from some of the team that is behind bringing you this latest version.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<p><br></p>"
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"value": "<h2>1. Why did the calculation stop early?</h2>\n<p>The stop criteria in the 3D CSFM model ensure simulations halt at defined limits, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a> in the theoretical background for IDEA StatiCa Detail. By default, the \"Stop at Limit Strain\" option is active, stopping calculations when some of ULS criteria are reached. Utilization is checked for concrete, reinforcement, and anchorage. Concrete strain is limited to 5 % in compression and 7 % in tension due to convergence needs. Rebar plastic strain is capped at 5 %, while anchorage uses slip-based limits, not bond stress. This could be caused by several reasons. The most common reason is missing reinforcement. Divergence errors may also arise from an improperly supported model, leading to excessive deformation. Another reason can be that the design is not satisfying for the specified load and is simply overloaded.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. What types of supports can be used in Detail?</h2>\n<p>In 3D detailing, surface supports can add stiffness in all directions. By default, supports are compression-only (gray button), which can cause structures to \"fly away\" due to a lack of tension resistance. To allow tension, toggle the button to white. There are two different suggested approaches: </p>\n<p>1) Use default compression-only support for footings resting on ground, but remember to manually apply self-weight, as it's not exported from IDEA StatiCa Connection. </p>\n<p>2) For submodels (e.g., balconies, pedestals...) with continuous rebars, use standard support and continuous bar anchorage. This adds single-point constraints, ensuring proper force transfer and avoiding errors like concrete cover peeling or model divergence. Without it, models may fail due to strain limits (e.g., 7 % in tension). </p>\n<p>For detailed information about the functionalities of Detail 3D, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Full functionalities of Detail 3D</a>.</p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Why is it so important to follow the detailing rules?</h2>\n<p>The designed reinforcement should follow code-based detailing rules (e.g., supplementary reinforcement for tensile and shear force transfer according to EN 1992-4). Detail 3D ensures proper force flow: compression zones in concrete and tension in rebars. Proper reinforcement is essential as concrete doesn’t transfer tension. Detailing rules are not automated—users must apply them manually, and it is the structural engineer's responsibility to reinforce the concrete block in the correct way. </p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. How do I model shear force transfer correctly?</h2>\n<p>Shear force in base plates can be transferred via friction, anchors, or shear lugs, but only one method can be used at a time. For friction, ensure correct load case sequencing: apply compression (permanent) first, then shear (variable). If done incorrectly, the base plate may \"fly away.\" </p>\n<p>With a proper loading sequence and the friction coefficient set to 0.25, shear force can be transferred for 25% of the compression force. For shear-lugs, full shear force is transferred through them, but they aren't checked in IDEA StatiCa Detail. First, check the shear lugs in IDEA StatiCa Connection, then import into Detail. Load transfer in concrete blocks follows typical stress paths (flanges/web) based on load direction. For anchors, the user can define which anchors are effective for shear transfer. Still, they also aren't checked for shear in Detail—so verify their capacity first in Connection before simulating in Detail. </p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. What to consider when exporting from Connection to Detail?</h2>\n<p>The loads can be applied directly to anchors (tension, compression, shear) or the base plate (all six internal forces). Anchors and base plates are modeled as separate elements, so the force transfer between them must be manually activated through constraints. </p>\n<ul>\n <li>When exporting the anchoring model from IDEA StatiCa Connection (e.g., see <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM link Connection to Detail - Eccentrically loaded anchoring</a>), axial force transfer between anchors and the base plate is turned off to avoid unwanted additional prying of the base plate. </li>\n <li>Alternatively, when modelling from scratch and applying load directly on the base plate, the user has to activate axial and shear transfer between the base plate and anchors.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. What stiffness of the base plate should be set?</h2>\n<p>Setting the correct stiffness of the base plate is also important. Three models are compared in the following figure: </p>\n<ul>\n <li>a flexible base plate exported from Connection, </li>\n <li>a flexible base plate modeled directly in Detail 3D with a load applied at a single point, </li>\n <li>and a rigid base plate with increased thickness, with a load applied at a single point. </li>\n</ul>\n<p>Results showed that flexible plates modeled directly in Detail 3D produce inaccurate stress distributions and artificial prying effects. The rigid plate eliminates these issues, giving results consistent with the Connection export. Anchor forces were similar in the first and the third models, but the second (flexible plate in Detail 3D) overestimated anchor forces by over 30 %, making it an incorrect approach. Therefore, if not exporting from Connection, and loading at a single point, to get the interaction between the base plate and concrete as close to reality as possible, the suggestion is to use the stiff base plate.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d4076e6_85ee_0108_1893_42f54e5d6b8c\"></object>\n<h2>7. What about the contact stress?</h2>\n<p>In Connection, setting a Contact between two steel plates and displaying the contact stress is possible. However, it is a known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">here</a>) that the contact stress between steel plates is neglected during the export from Connection to Detail.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<p>There are two consequences of this for the Detail model:</p>\n<ul>\n <li>Part of the load is missing completely.</li>\n <li>Imported loads are not in equilibrium, and the model can not be calculated because of huge base plate deformations and analysis divergence.</li>\n</ul>\n<p>How to resolve this limitation? There are two options:</p>\n<ul>\n <li>Modify your model in the Connection app so that there is no contact between plates, generating contact stresses. Operations <strong>End Plate</strong>, <strong>Splice</strong>, and <strong>Stiffening plate</strong> (input type <strong>Doubler</strong>) automatically generate contact in the background!</li>\n <li>Delete the load effects exported from the Connection model; select the base plate and change <strong>Load type</strong> to <strong>Column</strong>; add a new <strong>Load case</strong> and a <strong>Load impulse,</strong> and input the internal forces as in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6faacfec-06c2-4cfc-b034-bdd42090afea/What%20about%20the%20contact%20stress%2002.png\" data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" alt=\"\"></figure>\n<h2>8. Why does bond stress exceed 99,9 % so fast?</h2>\n<p>In most models, bond stress in anchorage exceeds 99,9% utilization for very low tension load levels. The reason can be found in the bond stress-strain diagram between the anchor/reinforcement and the concrete, as shown in the figure below. The bond reaches its ultimate stress rapidly, and any further loading leads to plastic deformation of the bond. To determine the ultimate bond stress for the adhesive anchors, see the article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Bond strength for anchors in Detail 3D</a>.</p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. How should I manage mesh settings?</h2>\n<p>Mesh quality is crucial for 3D simulations, especially for nonlinear problems, as it directly impacts calculation time. The mesh multiplier ranges from 0.5 to 5, with 1 being the default. Using a factor of 5 speeds up simulations, helping identify errors, but results may be inaccurate (over 30% error). After verifying the model, the suggested factor is 1 or lower for accurate stress and strain, which increases analysis time. A coarse mesh (higher factor) is used for predesign, while a finer mesh (lower factor) provides more accurate results in the final simulation, especially around anchors.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h2>10. Is it possible to import multiple anchorings?</h2>\n<p>Yes, it is. And what happens after exporting the multiple anchoring from Connection to Detail? Two or more concrete blocks are imported to Detail depending on the number of base plates in the Connection, where every base plate has its own concrete blocks. The known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitation for Detail 3D</a>) is that multiple solid blocks are not supported in Detail. So the user has to delete all blocks besides one, and relate all the other base plates to that block. Then, the correct anchor and weld forces distribution is reached.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h2>Conclusion</h2>\n<p>The 3D CSFM in IDEA StatiCa Detail is a powerful tool for modeling nonlinear concrete and rebar behavior, ensuring compliance with Eurocode and ACI. It effectively handles bond interactions, tension and compression zones, and reinforcement layouts, offering robust anchoring and load transfer solutions. The criteria ensure that calculations stop when critical strain limits are reached, and proper reinforcement detailing is essential for realistic results. Mesh quality is crucial for accurate simulations, with finer meshes providing better precision at the cost of longer analysis times. Supplementary reinforcement, shear force transfer, and correct export settings are also key factors in achieving accurate, code-compliant designs.</p>\n<p>For more detailed information, take a look at the webinar <a data-item-id=\"fe18abc4-7d3c-45ac-97e6-002bf87224ef\" href=\"\">10 Most Frequently Asked Questions for 3D Anchoring</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n52d28e81_1616_01e2_a821_827f1ce6ac7c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ca2405e0_92af_011f_a520_4c427debe025\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2aa41181_a7e4_0123_9223_f5d0a6efae46\"></object>"
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"value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n <li>Members</li>\n <li>Supports</li>\n <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n <li>Whole surface</li>\n <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff. </p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only. </p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p> The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses. </p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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"value": "<p>O CSFM 3D define o comportamento do betão com base na teoria da plasticidade de<strong> Mohr-Coulomb modificada</strong> para cargas monotónicas. O método <strong>considera as tensões principais do betão na compressão e as tensões da armadura (</strong><strong><em><sub>σsr</sub></em></strong><strong>) nas fissuras, negligenciando a resistência à tração do betão (corte de tensão), exceto o seu efeito de reforço na armadura (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>reforço de tensão</strong></a><strong>).</strong></p>\n<p><strong><em><sub>σc1r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc2r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc3r</sub></em></strong> ≤<strong><em> 0 MPa</em></strong></p>\n<p>Os varões de reforço estão ligados aos elementos finitos do volume de betão através de elementos de ligação, permitindo o deslizamento entre o betão e o reforço. É de notar que o CSFM 3D <strong>não é adequado para simular betão simples</strong> devido à ausência de tensão, o que pode resultar em deformações enganadoras e divergência de modelos. De um modo geral, a teoria de Mohr-Coulomb inclui duas propriedades fundamentais que regem a evolução da superfície de plasticidade em compressão e parcialmente em tração: o ângulo de atrito interno <em>φ</em> e o parâmetro de coesão <em>c</em>. <strong>O CSFM 3D assume um ângulo de atrito interno nulo </strong>(Fig. 1e), conduzindo a um dimensionamento conservador devido à semelhança da superfície de plasticidade com o modelo de Tresca, que é independente do primeiro invariante de tensão.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Pressupostos básicos do CSFM 3D: (a) tensões principais no betão; (b) tensões na direção da armadura;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) diagrama tensão-deformação do betão em termos de tensões máximas; (d) diagrama tensão-deformação da armadura}}\\) \\( \\textsf{\\textit{\\footnotesize{em termos de tensões nas fissuras e deformações médias; (e) círculos de Mohr para o modelo de betão em CSFM 3D; (f) tensão de corte da ligação - deslizamento}}\\) \\( \\textsf{\\textit{\\footnotesize{relação para verificações do comprimento de ancoragem.}}}\\)</em></p>\n<h4>Betão</h4>\n<p>O modelo de material apresentado é um modelo de plasticidade multi-superfície dado pela combinação dos modelos de Mohr-Coloumb e Rankine para carregamento monotónico. É importante notar que este modelo não aborda a descarga, pelo que as variáveis de estado não são armazenadas, como seria o caso nos modelos clássicos de plasticidade utilizados para cargas cíclicas.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>Como já foi referido, o modelo de material destina-se a ser utilizado em aplicações que calculam a resposta do betão armado (não é adequado para betão simples). Isto deve-se à exclusão do betão em tração. Por conseguinte, o modelo nem sequer é adequado para elementos estruturais em que as regras de dimensionamento do betão armado, tais como a taxa de armadura mínima, o espaçamento máximo entre barras, etc., não são cumpridas. Deve também ser acrescentado que, por razões de estabilidade numérica, é definida uma capacidade de tração muito pequena no modelo. A parte de tração é limitada por planos correspondentes ao modelo de Rankine.</p>\n<p>O modelo CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, considera um ramo infinitamente plástico após a tensão de pico ser atingida). Esta simplificação não permite a verificação da capacidade de deformação das estruturas que roem à compressão. No entanto, a sua capacidade última é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução<sub>𝜂𝑓𝑐</sub> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>fc</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<p>A <em>fc</em><em><sub>,red</sub></em> é então comparada com a Tensão Principal Equivalente σc<em><sub>,eq</sub></em> no betão, que será definida mais tarde, naturalmente, com a consideração de todos os factores de segurança prescritos pelo código.</p>\n<p>Uma descrição detalhada do modelo de betão pode ser encontrada na seguinte ligação:</p>\n<ul>\n <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Modelo de material de betão para detalhe 3D</strong></a></li>\n</ul>\n<h4>Reforço</h4>\n<p>O diagrama bilinear tensão-deformação para varões de armadura, tal como definido pelos códigos de projeto (Fig. 1d), representa um modelo idealizado. Este modelo requer o conhecimento das propriedades básicas da armadura durante a fase de projeto, especificamente a classe de resistência e ductilidade. Em alternativa, os utilizadores têm a opção de definir uma relação tensão-deformação personalizada.</p>\n<p>A rigidez à tração é considerada através da modificação da relação tensão-deformação do varão de reforço nu para captar a rigidez média dos varões embebidos no betão (<sub>εm</sub>) (Fig. 1b).</p>\n<h4>Ancoragem</h4>\n<p>O deslizamento da ligação entre a armadura e o betão é introduzido no modelo de elementos finitos considerando a relação constitutiva simplificada rígida-perfeitamente plástica apresentada na (Fig. 1f), sendo <em><sub>fbd</sub></em> o valor de projeto (valor facturado) da tensão última da ligação especificada pelo código de projeto para as condições específicas da ligação.</p>\n<p>Este é um modelo simplificado com o único objetivo de verificar as prescrições de ligação de acordo com os códigos de projeto (i.e., ancoragem do reforço). A redução do comprimento de ancoragem quando se utilizam ganchos, laços e formas de barra semelhantes pode ser considerada através da definição de uma determinada capacidade na extremidade da armadura, como será descrito mais adiante.</p>\n<h4>Ancoragens</h4>\n<p>O elemento da ancoragem é definido como sendo capaz de transferir forças normais de tração ou compressão, bem como forças de corte, considerando também a rigidez à flexão. No entanto, apenas é avaliada a tensão normal nas ancoragens.</p>\n<p>Estão disponíveis dois tipos de ancoragens:</p>\n<ul>\n <li>Ancoragem adesiva</li>\n <li>Reforço no local</li>\n</ul>\n<p>O comportamento da armadura de betão armado é o mesmo que o da armadura clássica (tipo de ancoragem, ligação, etc.) <strong>. Para as ancoragens adesivas, é possível definir diretamente o valor de projeto da resistência da ligação.</strong> Este valor deve ser lido na ficha técnica do fabricante.</p>"
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"value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory is a mathematical model describing the response of<strong> </strong>brittle materials, to shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the compressive strength far exceeds the tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In structural engineering, it is used to determine failure load as well as the angle of fracture for displacement of fracture surface in concrete and similar materials. Coulomb's friction hypothesis is used to determine the combination of shear and normal stress that will cause a fracture of the material. Mohr's circle is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the principle of normality, the stress introduced at failure will be perpendicular to the line describing the fracture condition. </p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the angle of friction. This makes the strength of the material determinable by comparing the external mechanical work introduced by the displacement and the external load with the internal mechanical work introduced by the strain and stress at the line of failure. By conservation of energy, the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 5.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 6.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases. </p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 5, where the real angle of internal friction is used, and Figure 6, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way. </p>\n<p>\\[\\kappa = \\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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"value": "<h3>Equações de equilíbrio</h3>\n<p>A teoria das pequenas deformações permite a montagem da equação de equilíbrio com base no volume não deformado, utilizando uma abordagem de primeira ordem.</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Equações de equilíbrio e representação gráfica em elemento infinitesimal}}}\\]</em></p>\n<h3>Equações de compatibilidade</h3>\n<p>Um corpo sólido é constituído por volumes infinitesimais ou pontos materiais, cada um dos quais está interligado sem intervalos ou sobreposições. As condições matemáticas devem ser respeitadas para evitar a ocorrência de lacunas ou sobreposições quando um corpo contínuo sofre deformação.</p>\n<h3>Equações constitutivas</h3>\n<p>As equações constitutivas que regem o comportamento dos elementos 3D desempenham um papel fundamental na análise do comportamento dos materiais em mecânica estrutural. Estas equações são formuladas para acomodar o <strong>comportamento isotrópico</strong> não linear, que é válido para barras <strong>de blocos sólidos </strong>no IDEA StatiCa Detail.</p>\n<p>Quando se trata de uma <strong>parede 3D</strong>, é essencial ter em conta o <strong>comportamento </strong>ortotrópico ao longo da sua espessura, prestando especial atenção à tensão no betão devido à ausência de armadura transversal. A ortotropia é causada pela permissão da tensão no betão numa direção fora do plano. As propriedades do material, como o módulo de elasticidade e o coeficiente de Poisson, permanecem as mesmas.</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Matriz de conformidade isotrópica linearmente elástica}}}\\]</em></p>"
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"value": "<p>O modelo de análise de elementos finitos não linear (inelástico) é criado por vários tipos de elementos finitos utilizados para modelar o betão, a armadura e a ligação entre eles. Os elementos de betão e de armadura são inicialmente malhados de forma independente e depois interligados através de restrições multiponto (elementos MPC). Isto permite que o reforço ocupe qualquer posição não limitada aos nós da malha tetraédrica. Para verificar o comprimento da ancoragem, a ligação e a extremidade da ancoragem, são inseridos elementos de mola entre a armadura e os elementos MPC.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 10\\qquad Modelo de elementos finitos: elementos de reforço mapeados para a malha de betão utilizando elementos MPC e de ligação}}}\\]</em></p>\n<h4>Betão</h4>\n<p>O betão é analisado utilizando <strong>elementos tetraédricos mistos com rotações nodais</strong>. Os elementos tetraédricos permitem-nos criar malhas em regiões de qualquer topologia, enquanto a formulação implementada garante resultados de deformação precisos (sem tensões de corte espúrias, conhecidas como efeito de bloqueio de corte), mesmo para malhas grosseiras que não seriam adequadas para a formulação de elementos tetraédricos lineares.</p>\n<p>É utilizada a integração total. Isto significa que cada elemento está equipado com quatro pontos de integração situados dentro do volume. Esta integração produz um campo preciso de deformação e tensão, permitindo uma avaliação e apresentação suficientes dos resultados em todo o volume. Posteriormente, os critérios de paragem são estabelecidos com base no valor do ponto de integração.</p>\n<h4>Reforço</h4>\n<p>As armaduras são modeladas por elementos de \"barra\" 1D de dois nós (CROD), que apenas têm rigidez axial. Estes elementos são ligados a elementos especiais de \"ligação\" que foram desenvolvidos para modelar o comportamento de deslizamento entre um varão de reforço e o betão circundante. Estes elementos de ligação são posteriormente ligados por elementos MPC (multi-point constraint) à malha que representa o betão. Esta abordagem permite a criação de malhas independentes para a armadura e para o betão, enquanto a sua interligação é assegurada posteriormente.</p>\n<h4>Elementos de ligação</h4>\n<p>O comprimento de ancoragem é verificado através da implementação das tensões de corte de ligação entre os elementos de betão (3D) e os elementos do varão de reforço (1D) no modelo de elementos finitos. Para este efeito, foi desenvolvido o tipo de elemento finito \"ligação\".</p>\n<p>O elemento de ligação é definido como um elemento finito de casca ligado a elementos que representam a armadura pela primeira camada e pela segunda camada à malha de betão através de restrições multiponto (elementos MPC). É de notar que o elemento de ligação é sempre apresentado neste artigo com uma altura diferente de zero, que é, no entanto, definida como infinitesimal no modelo.</p>\n<p>O comportamento deste elemento é descrito pela tensão de ligação, <em><sub>τb</sub></em>, como uma função bilinear do deslizamento entre os nós superior e inferior, <em>δu</em>, ver (Fig. 11).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad (a) Ilustração concetual da deformação de um elemento de ligação; (b) função de deformação de corte}}}\\]</em></p>\n<p>O módulo de rigidez elástica da relação ligação-deslizamento, <em>Gb</em>, é definido da seguinte forma:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em><sub>kg</sub></em> coeficiente dependente da superfície do varão de reforço (por defeito, <em>kg</em> = 0,2)</p>\n<p><em><sub>Ec</sub></em> módulo de elasticidade do betão (tomado como <em>Ecm</em> no caso de EN)</p>\n<p>Ø o diâmetro do varão de reforço</p>\n<p>Os valores de cálculo (valores ponderados) da tensão última de corte da ligação, <em><sub>fbd</sub></em>, fornecidos nos respectivos códigos de cálculo selecionados EN 1992-1-1 ou ACI 318-19 são utilizados para verificar o comprimento da ancoragem. O endurecimento do ramo plástico é calculado por defeito como <em>Gb/105</em>.</p>\n<h4>Mola de ancoragem</h4>\n<p>O fornecimento de extremidades de ancoragem aos varões de reforço (i.e., curvas, ganchos, laços...), que cumprem as prescrições dos códigos de dimensionamento, permite a redução do comprimento de ancoragem básico dos varões<em>(lb</em><em><sub>,net</sub></em>) por um determinado fator β (referido como o \"coeficiente de ancoragem\" abaixo). O valor de projeto do comprimento de ancoragem<em>(lb</em>) é então calculado da seguinte forma:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad Modelo para a redução do comprimento de ancoragem: a) Força de ancoragem ao longo do comprimento de ancoragem de }}}\\] \\[ \\textsf{\\textit{\\footnotesize{a barra de reforço, b) lei constitutiva da força de ancoragem por deslizamento}}\\]</em></p>\n<p>A redução do comprimento de ancoragem é incluída no modelo de elementos finitos através de um elemento de mola na extremidade da barra (Fig. 12a), que é definido pelo modelo constitutivo apresentado na (Fig. 12b). A força máxima transmitida por esta mola<em>(</em><em><sub>Fau</sub></em>) é:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>onde :</p>\n<p><em>β</em> o coeficiente de ancoragem baseado no tipo de ancoragem</p>\n<p><em><sub>Como</sub></em> a secção transversal do varão de reforço</p>\n<p><em><sub>fyd</sub></em><em> </em>o valor de projeto (valor calculado) da tensão de cedência da armadura</p>"
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"value": "<h3>Placa de base</h3>\n<p>A placa de base é modelada como um elemento de casca linear. O material de aço utilizado para as placas de base é definido no separador Materiais. A única propriedade física é o módulo de elasticidade <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad A definição do material da placa de base}}}\\]</em></p>\n<p>A placa de base pode ser carregada por uma carga pontual (Fx, Fy, Fz, Mx, My, Mz) e por um grupo de forças (Fx, Fy, Fz), utilizado principalmente para carregar modelos exportados do IDEA StatiCa Connection. Note que as cargas pontuais e os momentos pontuais carregam diretamente o nó correspondente da placa de base. Isto significa que não há redistribuição, apenas pela rigidez da placa de base.</p>\n<p>Esta implementação permite importar efeitos de carga da Ligação IDEA StatiCa que são aplicados à placa de base na localização dos elementos finitos de soldadura individuais com o valor e a direção determinados a partir da tensão geral desse elemento finito de soldadura. Para mais informações, consulte o capítulo correspondente deste documento.</p>\n<p>O contacto apenas por compressão friccional é definido entre a placa de base e o betão. Para a <strong>transferência de cisalhamento</strong>, o utilizador pode escolher entre três opções:</p>\n<ul>\n <li><strong>Por ancoragens</strong></li>\n <li><strong>Por fricção</strong></li>\n <li><strong>Por olhal de cisalhamento</strong></li>\n</ul>\n<p>O software não permite a combinação destes mecanismos de transferência de cisalhamento.</p>\n<p><strong>O</strong> coeficiente<strong>de atrito</strong> deve ser introduzido como um valor projetado (calculado). No caso de a força de corte resultante <em><sub>Fxy</sub></em><em> </em>exceder a força de pressão <em><sub>Fz</sub></em> vezes o coeficiente de atrito <em>μ</em>, o cálculo pára e nem todas as cargas se aplicam ao modelo. A condição é escrita da seguinte forma:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>Isto pode ser visto no exemplo seguinte, onde são considerados dois casos de carga.</p>\n<ul>\n <li>LC1 - Tipo permanente - <sub>Fz</sub> = 100 kN</li>\n <li>LC2 - Tipo variável - <sub>Fx</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad Entrada de carga para o exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>No primeiro passo de cálculo, toda a carga permanente é aplicada. Em seguida, a carga variável é aplicada gradualmente até atingir o valor da carga de pressão vezes o coeficiente de atrito.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad Resultados do exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>O gráfico da Figura 16 define o comportamento do contacto de atrito entre a placa de base e o betão.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Gráfico força-deslocamento que descreve o comportamento do contacto por atrito}}\\]</em></p>\n<p>O valor de <em>Fzμ</em> difere para cada incremento do cálculo, enquanto o valor da deformação de corte máxima <em><sub>uxy</sub></em> é constante.</p>\n<p>Se a força normal de compressão <em><sub>Fz</sub></em> e a força de corte <em><sub>Fxy</sub></em> forem introduzidas num tipo de caso de carga (por exemplo, apenas permanente), e a condição de <em><sub>Fxy</sub></em><em> / (</em><em><sub>Fzμ</sub></em><em>) ≤ 1</em> não for cumprida<em>, </em>não será aplicada qualquer carga ao modelo porque a condição não é cumprida em nenhum incremento do cálculo.</p>\n<p><strong>O olhal de corte</strong> está ligado à malha de betão por restrições que permitem apenas a compressão e a transferência de tensões normais.</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Shear lug transferência do mecanismo de corte}}}\\]</em></p>\n<p>O lug de cisalhamento é modelado a partir de elementos de casca lineares, onde o módulo de elasticidade E define o material.</p>\n<p>Os resultados não são avaliados e apresentados para a placa de base, bem como para a barra de corte.</p>\n<h3>Ancoragens</h3>\n<p>Os elementos finitos que representam as ancoragens são modelados de forma a poderem transferir forças normais e de corte para o betão, tendo também em conta a rigidez à flexão das ancoragens. Para modelar o deslizamento entre a ancoragem e o betão circundante, são utilizados os mesmos elementos de ligação e MPC que para a armadura. A diferença é que, no caso das ancoragens adesivas, é possível especificar a resistência de projeto da ligação.</p>\n<p>As ancoragens podem ser interligadas com placas de base. Para esta interligação, é utilizada uma restrição totalmente não linear para ligar a extremidade da ancoragem a um nó da placa de base. Este elemento permite-nos controlar todos os graus de liberdade para garantir, por exemplo, que nenhuma pressão é transferida pelas ancoragens para a placa de base sem separação, ou que nenhum corte é transferido pela ancoragem ao modelar um olhal de corte, etc.</p>\n<p>As definições de<strong>interligação com a placa de base</strong> para ancoragens permitem ao utilizador controlar se a ancoragem será ligada à placa de base através das restrições mencionadas anteriormente e como.</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p>Na versão atual <strong>, apenas</strong> <strong>é suportado</strong> <strong>o contacto direto</strong> entre a placa de base e o betão <strong>.</strong></p>\n<p>A força de compressão não é transferida da placa de base para a ancoragem no caso de contacto direto. A compressão é transferida apenas pelo contacto entre a placa de base e o betão.</p>\n<p>A caixa de verificação <strong>Transferência de forças axiais</strong> pode ser utilizada para controlar se a ancoragem e a placa de base serão ligadas ou não em termos de tensão. Isto é utilizado principalmente para a exportação da função Ligação (ver o capítulo correspondente). Para a modelação manual, faz sentido ter esta caixa de verificação sempre marcada.</p>\n<p>A caixa de verificação <strong>Transferência de cisalhamento</strong> pode ser utilizada para controlar se a ancoragem e a placa de base serão ligadas ou não em termos de cisalhamento. Tenha em atenção que não é possível combinar mecanismos de transferência de corte, pelo que, para a transferência por fricção e por olhal de corte, esta caixa de verificação é irrelevante. Por outro lado, para a transferência de cisalhamento utilizando ancoragens, este campo dá a opção de excluir algumas ancoragens da transferência de cisalhamento.</p>"
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"value": "<p>O modelo IDEA Statica Detail não tem de ser sempre modelado a partir do zero ou de um modelo. Existe também a opção de importar o modelo incluindo os efeitos de carga do IDEA StatiCa Connection. A geometria do bloco de betão, as ancoragens, a placa de base, os materiais e os efeitos de carga são transferidos.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Cargas importadas do IDEA StatiCa Connection}}}\\]</em></p>\n<p>A placa de base é carregada por um grupo de forças determinado a partir da tensão geral de cada elemento finito das soldaduras que ligam a barra de aço e a placa de base.</p>\n<p>Uma vez que a definição dos componentes individuais é diferente em Ligação e Detalhe (por exemplo, a placa de base é modelada por um material linear em Detalhe, enquanto que em Ligação é modelada por um material plástico), haveria uma redistribuição diferente de cargas entre o contacto placa de base-betão e as ancoragens, ou entre as próprias ancoragens. Por outras palavras, haveria diferentes forças normais de tração nas ancoragens em Ligação e Detalhe. Por esta razão, as ancoragens são importadas desligadas para forças normais (na direção da ancoragem) da placa de base, e as ancoragens são carregadas diretamente com as forças de tração aplicadas. Além disso, as forças opostas que carregam a placa de base localizada no local da ancoragem devem ser adicionadas para colocar o modelo em equilíbrio. Estas duas forças opostas são apresentadas na Figura 16.</p>\n<p>No entanto, as forças de corte são transferidas pela interconexão da placa de base e da ancoragem (ou lug de corte, ou fricção). Este comportamento é possível porque existe uma restrição que liga a placa de base e a ancoragem, permitindo-nos controlar todos os graus de liberdade desta interligação.</p>"
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"value": "<h3>Betão - ULS</h3>\n<p>O modelo de betão implementado no 3D CSFM baseia-se nas leis constitutivas de compressão uniaxial prescritas pela EN 1992-1-1 para o dimensionamento de secções transversais, que apenas dependem da resistência à compressão. O diagrama parábola-retângulo especificado na norma EN 1992-1-1 Cl. 3.1.7 (1) (Fig. 15a) é utilizado por defeito no CSFM 3D, mas os projectistas podem também escolher uma relação elástica ideal plástica mais simplificada de acordo com a norma EN 1992-1-1 Cl. 3.1.7 (2) (Fig. 15b). A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 15\\qquad Os diagramas tensão-deformação do betão para ULS: a) diagrama parábola-retângulo; b) diagrama bilinear}}}\\]</em></p>\n<p>A implementação do CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εcu2</sub> (<sub>εcu3</sub>) num valor de 5% enquanto a EN 1992-1-1 assume uma deformação última inferior a 0,35%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a sua capacidade última <em><sub>fcd</sub></em> de acordo com a EN 1992-1-1 3.1.3 é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>αcc</sub></em> é o coeficiente que tem em conta os efeitos a longo prazo na resistência à compressão e os efeitos desfavoráveis resultantes da forma como a carga é aplicada. Está de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (1). O valor por defeito é 1,0.</p>\n<p><em><sub>fck</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Por defeito, é considerado o diagrama tensão-deformação bilinear idealizado para os varões de reforço nus definido na EN 1992-1-1, secção 3.2.7 (Fig. 16). A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas durante a fase de projeto (classe de resistência e ductilidade). Sempre que conhecida, pode ser considerada a relação tensão-deformação efectiva da armadura (laminada a quente, trabalhada a frio, temperada e autotemperada, ...). O diagrama tensão-deformação da armadura pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de enrijecimento por tração (é impossível calcular a largura da fenda). A utilização do diagrama tensão-deformação com um ramo superior horizontal não permite a verificação da durabilidade estrutural. Por isso, é necessária a verificação manual dos requisitos de ductilidade padrão.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16 \\qquad Diagrama tensão-deformação da armadura: a) diagrama bilinear com um ramo superior inclinado; b) diagrama bilinear}}\\] \\[ \\textsf{\\textit{\\footnotesize{com um ramo superior horizontal.}}}\\]</em></p>\n<p>O reforço de tração (Fig. 17) é contabilizado automaticamente através da modificação da relação tensão-deformação de entrada do varão de armadura simples de forma a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p>O Método do Campo de Tensões Compatível está em conformidade com as normas de projeto modernas. Uma vez que os modelos de cálculo utilizam apenas propriedades de material padrão, o formato do fator de segurança parcial prescrito nas normas de dimensionamento pode ser aplicado sem qualquer adaptação. Desta forma, as cargas de entrada são factorizadas e as propriedades caraterísticas do material são reduzidas utilizando os respectivos coeficientes de segurança prescritos nas normas de dimensionamento, exatamente como na análise convencional do betão. Os valores dos coeficientes de segurança dos materiais prescritos na EN 1992-1-1 cap. 2.4.2.4 são definidos por defeito, mas o utilizador pode alterar os coeficientes de segurança nas definições de Código e cálculo (Fig. 18).</p>\n<figure data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4cadae4a-9a8a-4f9b-935c-51395116ed4e/Material%20factors.png\" data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad A configuração dos coeficientes de segurança dos materiais no Idea StatiCa Detail.}}}\\]</em></p>\n<p>Os coeficientes de segurança das cargas têm de ser definidos pelo utilizador em Regras de combinação para cada combinação não linear de casos de carga (Fig. 19). Para todos os modelos implementados no <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, os coeficientes de segurança parciais já estão predefinidos.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad A definição dos factores parciais de carga em Idea StatiCa Detail.}}}\\]</em></p>\n<p>Utilizando combinações adequadas de coeficientes de segurança parciais definidas pelo utilizador, os utilizadores também podem calcular com o CSFM 3D utilizando o método do coeficiente de resistência global (Navrátil, et al. 2017), mas esta abordagem quase nunca é utilizada na prática de dimensionamento. Algumas orientações recomendam a utilização do método do fator de resistência global para análises não lineares. No entanto, em análises não lineares simplificadas (como o 3D CSFM), que apenas requerem as propriedades do material que são utilizadas em cálculos manuais convencionais, é ainda mais desejável utilizar o formato de segurança parcial.</p>"
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"value": "<p>As diferentes verificações exigidas pela norma EN 1992-1-1 são avaliadas com base nos resultados diretos fornecidos pelo modelo. As verificações ULS são efectuadas para a resistência do betão, a resistência das armaduras e a ancoragem (tensões de corte da ligação).</p>\n<p>A <strong>resistência do betão</strong> à compressão é avaliada como o rácio entre a tensão principal equivalente máxima σc<em><sub>,eq </sub></em>obtida da análise de EF e o valor limite σc<em><sub>,lim</sub></em> = <em><sub>fcd</sub></em>.</p>\n<p><strong>A tensão principal equivalente expressa a tensão uni-axial equivalente para um estado de tensão tri-axial geral.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>O valor σc<em><sub>,eq</sub></em> pode, portanto, ser diretamente comparado com os limites de resistência uniaxial de acordo com 1992-1-1 Cl. 3.1.7 (1).</p>\n<p>Esta expressão é derivada da implementação da teoria da plasticidade de Mohr-Coulomb, assumindo conservadoramente o ângulo de atrito interno φ <em>= 0°.</em></p>\n<p>A <strong>resistência da armadura</strong> é avaliada tanto em tração como em compressão como a relação entre a tensão na armadura nas fissuras <em><sub>σsr</sub></em> e o valor limite especificado σs<em><sub>,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{para diagrama bilinear com ramo superior inclinado}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\,\\textsf{\\small{para diagrama bilinear com ramo superior horizontal}}\\)</p>\n<p>em que:</p>\n<p><em><sub>fyk</sub></em> é a tensão de cedência da armadura de acordo com a norma EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em> é o rácio entre a resistência à tração<em><sub>ftk</sub></em> e a tensão de cedência,<br>\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γs</em><sub> é </sub>o fator de segurança parcial para o reforço.</p>\n<p>A <strong>tensão de corte da ligação</strong> é avaliada independentemente como o rácio entre a tensão da ligação <em><sub>τb</sub></em> calculada pela análise de EF e a resistência final da ligação <em><sub>fbd</sub></em><sub>,</sub> de acordo com a norma EN 1992-1-1 cap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2,25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>em que:</p>\n<p><em><sub>fctd</sub></em><sub> </sub>é o valor de projeto da resistência à tração do betão de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (2). Devido à fragilidade crescente do betão de resistência mais elevada, <em>fctk</em><em><sub>,0.05</sub></em><sub> </sub>é limitado ao valor para C60/75 de acordo com a norma EN 1992-1-1 Cl. 8.4.2 (2)</p>\n<p><sub>η1</sub> é um coeficiente relacionado com a qualidade da condição de ligação e a posição da barra durante a betonagem (Fig. 31).</p>\n<p><sub>η1</sub> = 1,0 quando se obtêm \"boas\" condições e</p>\n<p><sub>η1</sub> = 0,7 para todos os outros casos e para barras em elementos estruturais construídos com formas deslizantes, a menos que se possa demonstrar que existem \"boas\" condições de ligação</p>\n<p><sub>η2</sub> está relacionado com o diâmetro da barra:</p>\n<p><sub>η2</sub> = 1,0 para Ø ≤ 32 mm</p>\n<p><sub>η2</sub> = (132 - Ø)/100 para Ø > 32 mm</p>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad EN 1992-1-1 Figura 8.2 - Descrição das condições de ligação.}}}\\]</em></p>\n<p>No IDEA StatiCa Detail, as condições de ligação são tidas em conta de acordo com a Fig. 20 c) e d). A direção da betonagem pode ser definida na aplicação para cada item do projeto da seguinte forma:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Direção de betonagem}}}\\]</em></p>\n<p>Estas verificações são efectuadas em relação aos valores-limite apropriados para as respectivas partes da estrutura (isto é, apesar de haver uma única classe para o betão e para o material de reforço, os diagramas finais de tensão-deformação serão diferentes em cada parte da estrutura devido aos efeitos de enrijecimento por tração e amolecimento por compressão).</p>\n<p><strong>Força total </strong><strong><em><sub>Ftot</sub></em></strong><strong> e força limite </strong><strong><em><sub>Flim</sub></em></strong></p>\n<p>A força total <strong><em><sub>Ftot</sub></em></strong> é o resultado da análise de elementos finitos e pode ser definida de duas formas.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>onde<em><sub>As</sub></em> é a área da barra de reforço e <em><sub>σs</sub></em> é a tensão na barra.</p>\n<p>Ou como uma soma da força de ancoragem<em><sub>Fa e </sub></em>da força de ligação <em><sub>Fbond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>em que<em><sub>Fa</sub></em> é a força real na mola de ancoragem e <em><sub>Fbond</sub></em> é a força de ligação que pode ser obtida através da integração da tensão de ligação <em><sub>τb</sub></em> ao longo do comprimento da barra de reforço <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p><sub>Cs</sub> é a circunferência do varão de reforço.</p>\n<p>A força limite<strong><em><sub>Flim</sub></em></strong> é a força máxima no elemento do varão considerando a <strong>resistência última</strong> do varão e também <strong>as condições de ancoragem </strong>(ligação entre o betão e a armadura e ganchos de ancoragem, laços, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>em que <sub>Cs</sub> é a circunferência da barra de reforço e <em>l</em> é o comprimento desde o início da barra de reforço até ao ponto de interesse.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Definição da força limite Flim}}\\]</em></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>em que<em><sub>Flim,add</sub></em> é a força adicional calculada a partir da magnitude do ângulo entre elementos vizinhos.<em><sub>Flim,2</sub></em> deve ser sempre inferior a<em><sub>Fu</sub></em>.</p>\n<p>Os <strong>tipos de ancoragem</strong> disponíveis no CSFM 3D incluem uma barra reta (i.e., sem redução da extremidade da ancoragem), curva, gancho, laço, barra transversal soldada, ligação perfeita e barra contínua. Todos estes tipos, juntamente com os respectivos coeficientes de ancoragem β, são apresentados na Fig. 23 para a armadura longitudinal e na Fig. 24 para os estribos. Os valores dos coeficientes de ancoragem adoptados estão de acordo com a norma EN 1992-1-1, secção 8.4.4 Tab. 8.2. É de notar que, apesar das diferentes opções disponíveis, o CSFM 3D distingue três tipos de extremidades de ancoragem: (i) nenhuma redução no comprimento da ancoragem, (ii) uma redução de 30% do comprimento da ancoragem no caso de uma ancoragem normalizada, e (iii) ligação perfeita.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Tipos de ancoragem disponíveis e respetivos coeficientes de ancoragem para varões de reforço longitudinal no CSFM 3D:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) varão reto; (b) dobra; (c) gancho; (d) laço; (e) varão transversal soldado; (f) ligação perfeita; (g) varão contínuo.}}}\\]</em></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Tipos de ancoragem disponíveis e respectivos coeficientes de ancoragem para estribos.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Estribos fechados: (a) gancho; (b) dobra; (c) sobreposição. Estribos abertos: (d) gancho; (e) barra contínua.}}}\\]</em></p>\n<p>Para cumprir a norma EN 1992-1-1, a mola de ancoragem deve ser utilizada no cálculo, a mola de ancoragem é modificada pelo coeficiente β, pelo que o utilizador deve utilizar um dos tipos de ancoragem disponíveis ao definir as condições de início e fim da armadura.</p>"
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"value": "<h3>Betão - Resistência</h3>\n<p>O modelo de betão implementado para o cálculo da resistência no CSFM baseia-se na curva tensão-deformação parabólica-plástica para o betão baseada na curva tensão-deformação parabólica da Portland CementAssociation descrita nas Notas da PCA sobre os requisitos do código de construção ACI 318-99 para betão estrutural, Figura 6-8. A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad O diagrama tensão-deformação do betão para análise de resistência}}}\\]</em></p>\n<p>A implementação do CSFM no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão à compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εc0</sub> no valor máximo de 5%, enquanto o ACI 318-19 Cl. 22.2.2.1 assume uma deformação final inferior a 0,3%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a resistência é corretamente prevista quando se considera o aumento da fragilidade do betão à medida que a sua resistência aumenta, através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>em que:</p>\n<p><sub>α1</sub> é o fator de redução da resistência à compressão do betão definido no ACI 318-19 Cl. 22.2.2.4.1. Quando se utiliza um diagrama tensão-deformação parábola-retângulo, é necessário reduzir a tensão de compressão máxima por este fator. Isto faz com que a distribuição de tensões na zona de compressão seja a média, de modo a que a resistência à compressão resultante seja menor ou igual à resistência à compressão calculada utilizando um diagrama tensão-deformação com um ramo plástico decrescente<em>.</em></p>\n<p><em>Φc</em><em><sub>é </sub></em>o fator de redução da resistência do betão. O valor por defeito é definido de acordo com a Tabela 24.2.1 (b)(f) do ACI 318-19.</p>\n<p><em>f'</em><em><sub>c</sub></em> é a resistência do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Considera-se um diagrama tensão-deformação perfeitamente elasto-plástico com um ponto de cedência definido para a armadura sem pré-esforço. Ver ACI 319-19 CL. 20.2.1. A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas - resistência e módulo de elasticidade.</p>\n<p>O diagrama tensão-deformação da armadura também pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de rigidez à tração.</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42 \\qquad Diagrama tensão-deformação do reforço}}}\\]</em></p>\n<p>onde:</p>\n<p><em>Φs</em><em><sub>é </sub></em>o fator de redução de resistência para o reforço. Onde o valor predefinido é definido de acordo com a Tabela 24.2.1 do ACI 318-19.</p>\n<p><em><sub>fy</sub></em> é a tensão de cedência da armadura</p>\n<p><em><sub>Es</sub></em> módulo de elasticidade da armadura</p>\n<p>10% é selecionado como a deformação limite na qual o cálculo é interrompido. Este valor é considerado seguro com base no artigo 7 da norma ASTM A955/A955M-20c.</p>\n<p>A rigidez à tração (Fig. 43) é contabilizada automaticamente através da modificação da relação tensão-deformação de entrada do varão de reforço nu, de modo a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p><br></p>\n<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h1>Structural design of concrete discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#design-tools-for-reinforcement\">Design tools for reinforcement</a></p>\n<h2>Analysis model of IDEA StatiCa Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n<a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n<a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n<a href=\"#finite-element-types\">Finite element types</a><br>\n<a href=\"#meshing\">Meshing</a><br>\n<a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n<a href=\"#presentation-of-results\">Presentation of results</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states-and-crack-width-calculation\">Limit states, crack width calculation, and Tension stiffening</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-en\">Material models (EN)</a><br>\n- <a href=\"#safety-factors\">Safety factors</a><br>\n- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n- <a href=\"#partially-loaded-areas\">Partially loaded areas (PLA)<br>\n</a>- <a href=\"#serviceability-limit-state-analysis\">Serviceability limit state analysis</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-aci\">Material models (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a><br>\n- <a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\">Bearing and anchorage zones - Partially loaded areas<br>\n</a>- <a href=\"#serviceability-verifications\">Serviceability verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-aus\">Material models (AUS)</a><br>\n- <a href=\"#stress-reduction-and-load-factors\">Stress reduction and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a><a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\"><br>\n</a>- <a href=\"#serviceability-checks\">Serviceability checks</a></p>\n<p><br></p>\n<p><a href=\"#prestressing-in-detail-model-description\">Prestressing in Detail - Model description</a></p>\n<p><br></p>\n<h1>Introduction to the CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e49a18d3_27e8_019b_eba3_65063bb594c2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c86c543f_3b21_01e3_bff1_67d7962ff523\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n57a4812b_a0a0_01a0_4c2c_553304acad7e\"></object>\n<h1><br></h1>\n<h1>Analysis model of IDEA StatiCa Detail</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n74d0024f_d938_019c_aad5_614c9ce53be1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general___finite_e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bc913c01_15a1_016c_f226_e7b1efa4cf0c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n359667de_5a59_0171_aa77_53fc1ab66f13\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n89b859bf_4dd6_01d3_b6ed_5ed3d99108a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2d8eb39_c569_01f4_ab99_1cc2eb12eca0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___finite_element_typ\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43735c90_43fa_0140_a813_ef8d1d1ec26e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e5110320_3e70_0182_6411_9a32a51ca04d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eba0afe_d078_0158_e878_829fb7dea3c2\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b2330c4f_9095_0147_d88d_740d54fa1cd5\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Eurocode</h1>\n<p>Assessment of the structure using 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.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fd27e424_850f_0161_9ca1_1628abf23729\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n42b5158b_2e6e_01fc_2be7_c94511681d26\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d26ec589_f86b_016e_b63d_81a26568bcef\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n474a1f83_1818_0143_4a62_5e6efabf1e75\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eab8217_160a_011a_5401_26ccf6d9d2b1\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to ACI 318-19</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>CSFM is in accordance with ACI 318-19, chapter 6.8.1.1. In order for the CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2255550_3131_0169_9696_ef5264f6bc37\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43a7cf88_b42e_01b1_e683_394a5601b9fc\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n409e2543_c691_0120_9d2b_4ef7d4601f79\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0660c3e2_725d_01a9_0ca9_9e0ead044d0f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c6e3c1b1_9373_0150_502e_af77397ecd6e\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Australian standard AS 3600 (2018)</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6. </p>\n<p>The analysis by CSFM takes into account all relevant non-linear and inelastic effects (except shrinkage) defined in 6.6.3. </p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days <em>f'</em><em><sub>c</sub></em> is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d025294b_107f_0192_e99e_db636ef9d8c3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9a945260_0590_01e7_9874_b9955afa56c4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f676ef5_04ff_012d_0f70_87de68bd0052\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ef1c1682_e40a_0171_bc00_2d379ffe2d41\"></object>\n<h1><br></h1>\n<h1>Prestressing - model description</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fb927016_9a3d_01e5_5ae8_4a2f55fd08cd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2ebd4911_d551_0184_1cae_5d39c32e0037\"></object>\n<h1><br></h1>\n<h1>References</h1>\n<p>ACI Committee 318. 2019. <em>Building Code Requirements for Structural Concrete (ACI 318-19) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova. 2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst & Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&genre=book&isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Standards Australia. 2018. <em>Concrete Structures (AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Standards Australia. 2022. <em>Concrete Structures – Commentary (Supplement 1 to AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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"value": "<h1>Dimensionamento estrutural de descontinuidades 3D de betão no IDEA StatiCa Detail</h1>\n<h2>Introdução ao método 3D CSFM</h2>\n<p><a href=\"#general-introduction\">Introdução geral para o dimensionamento estrutural de detalhes 3D de betão</a><br><a href=\"#main-assumptions-and-limitations\">Principais hipóteses e limitações</a><br><a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Implementação da teoria da plasticidade de Mohr-Coulomb no CSFM</a><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">3D</a><br><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">Hipóteses de mecânica geral para o CSFM 3D</a></p>\n<h2>Modelo de análise do IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introdução à implementação de elementos finitos</a><br><a href=\"#finite-element-types\">Tipos de elementos finitos</a><br><a href=\"#load-transfer-devices\">Dispositivos de transferência de carga</a><br><a 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href=\"#strength-reduction-and-load-factors\">Redução da resistência e factores de carga</a><br>- Verificações <a href=\"#strength-verifications\">de resistência</a></p>\n<h1>Introdução ao método CSFM 3D</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3c784fa4_ef4d_014c_5c9c_35ca3a9fe9b3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17aca1ee_f85b_01d8_591a_961a87f02078\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___main_assumption\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cc15fa6a_aebf_0193_d90b_2315f5865e6e\"></object>\n<object 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data-codename=\"theoretical_background_3d_detail___ultimate_limit_\"></object>\n<h1>Verificações estruturais de acordo com ACI 318-19</h1>\n<p>O CSFM 3D está em conformidade com o ACI 318-19, capítulo 6.8.1.1. Para que o CSFM 3D cumpra os requisitos da secção 6.8.1.2 do ACI 318-19, foram efectuados muitos testes de verificação em várias universidades. Os artigos individuais que resumem os resultados da verificação e validação podem ser encontrados na seguinte hiperligação.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Detalhe 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n06603a22_b57b_0147_d32e_b4f9436486e2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1e58559_cf50_01ba_d632_23b450d07cde\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4967f7b6_e74f_01b2_6b52_452dccbaa54f\"></object>\n<h2>Verificações e validações</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Pormenor 3D</a></li>\n</ul>\n<h3>Referências</h3>\n<ol>\n <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determinação dos parâmetros de Mohr-Coulomb a partir de critérios de resistência não lineares para taludes 3D. <em>Math. Probl. Eng.</em> <strong>2019</strong>, 6927654.</li>\n <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determinação dos parâmetros de material de Mohr-Coulomb para concreto sob teste de tração indireta. <em>Tech. Gaz.</em> <strong>2019</strong>, <em>26</em>, 412-419.</li>\n <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modelo de material Mohr-Coulomb-Rankine modificado para concreto. <em>eng. Comput.</em> <strong>2011</strong>, <em>28</em>, 853-887.</li>\n <li>Fan, Q.; Gu, SC; Wang, BN; Huang, RB Critério de Força Parabólica de Mohr de Dois Parâmetros Aplicado para Analisar os Resultados do Teste Brasileiro. <em>Aplicar. Mech. Mater.</em> <strong>2014</strong>, <em>624</em>, 630-634.</li>\n</ol>"
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"value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>. </p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation. </p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D. </p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks. </p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. </p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete). </p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -> Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has <strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation. </p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block </h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically. </p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner. </p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met. </p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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"value": "<p>Detail 3D is essentially an extension of the current established IDEA StatiCa Detail application. It adds a new Model type 3D and with this comes the implementation of a method for calculating stress fields in 3D space called 3D CSFM. Calculations and checks are implemented for the Ultimate Limit State.</p>\n<p>Before going into the description of the functionalities of Detail 3D it will be good to point out the existence of Theoretical background, where you can read more technical details about the individual model entities and the calculations themselves.</p>\n<ul>\n <li><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>IDEA StatiCa Detail – Structural design of concrete 3D discontinuities</strong></a></li>\n</ul>\n<p>In the first step, the user can select a new Model type on the initial screen (in the wizard), where several templates are available, and of course, the option to enter a model from scratch.</p>\n<figure data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b625d4c-9842-4ccc-b10b-89a82bceb111/3D%20Detail%20in%2024.1_1.png\" data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" alt=\"\"></figure>\n<p>As for 2D models, you can edit the Initial settings in the right part, such as Design code, Materials, and Concrete cover.</p>\n<p>After creating a blank model or a model from a template, options familiar to the 2D modeling environment are available.</p>\n<p>Options for working with multiple Project items can be found in the top ribbon, as well as the now standard Undo/Redo buttons, Labels view options, Gallery controls, calculation settings, and template management controls.</p>\n<figure data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d987045a-993e-403c-b17c-e48903b0005a/3D%20Detail%20in%2024.1_3.png\" data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" alt=\"\"></figure>\n<p>It also initializes the tree, whose first item, called by default DRM1, contains the default settings for the actual Project Item. Above the tree, you can find tools for manipulating the model.</p>\n<figure data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3381341d-56a3-49bf-b78c-dff47f501a72/3D%20Detail%20in%2024.1_4.png\" data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" alt=\"\"></figure>"
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"value": "<p>Bond strength property of a Single anchor in <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">Detail 3D</a> is the <strong>design value</strong> of bond resistance of Adhesive (post-installed) anchor. It is a crucial parameter for anchoring design in Detail 3D.</p>\n<figure data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e158ca5-a37c-4b95-87d0-1ca92deb6930/bond%20strength%2001.png\" data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" alt=\"\"></figure>\n<p>In terms of EN 1992-4, we can define design bond resistence as τ<sub>Rd</sub> = τ<sub>Rk</sub> /γ<sub>Mp</sub> </p>\n<p>γ<sub>Mp</sub> is partial safety factor defined by table 4.1 in EN 1992-4</p>\n<p>γ<sub>Mp</sub> = γ<sub>Mc</sub> = γ<sub>c</sub> ⋅ γ<sub>inst</sub></p>\n<p>γ<sub>c </sub>= 1.5</p>\n<p><strong>γ</strong><strong><sub>inst </sub></strong>- factor accounting for the sensitivity to installation of post-installed fasteners. Can be found in relevant European Technical Product Specification for the specific product.</p>\n<p><strong>τ</strong><strong><sub>Rk</sub></strong> - is characteristic bond resistance of a post-installed bonded fastener. Depending on concrete strength class, and state of the concrete – cracked vs. uncracked. It can be found in certificate for injection mortar, for example ETA – European Technical Assesment.</p>\n<h3>Eurocode Example</h3>\n<p>Lets have post-installed bonded anchor made from M12 threaded bar and mortar Hilti HIT-HY 200-A V3. The hole is hammer-drilled. The anchor is installed in dry conditions into cracked C20/25 concrete. Design life is 50 years.</p>\n<p>At first we need to go to HIT-HY 200-A product web page <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549\">here</a>. We are looking for ETA document. Go to <strong>Technical data</strong> section of the page and open PDF document Technical data sheet for Hilti HIT-HY 200-A-R-V3 steel to concrete injectable mortar, English.</p>\n<figure data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/72b094a7-1c3f-4a8f-bc98-83572e478dc3/bond%20strength%2002.png\" data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" alt=\"\"></figure>\n<p>On page 3 of the document, you can find links to relevant ETA documents.</p>\n<figure data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111f3094-dc91-4b09-afff-0f1717fe7398/bond%20strength%2003.png\" data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" alt=\"\"></figure>\n<p>Open ETA-19/0601 linked in the first row of the table, which is relevant for us.</p>\n<figure data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23985608-cbd8-4b50-bb68-082641b12984/bond%20strength%2004.png\" data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" alt=\"\"></figure>\n<p>In table C1 of this document, you can find data for <strong>τ</strong><strong><sub>Rk</sub></strong> - characteristic bond resistance. Conservatively for temperature range II, in our case τ<sub>Rk</sub> = 8.0 MPa.</p>\n<figure data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3aabe16c-9075-4675-b1a4-4ea7e1f6a14b/bond%20strength%2005.png\" data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" alt=\"\"></figure>\n<p>In table C1 of the document, you can also find relevant γ<sub>inst </sub>values. In our case γ<sub>inst</sub> = 1.0.</p>\n<figure data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/83351d45-a532-4f48-8783-a69ef1b28ba1/bond%20strength%2006.png\" data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" alt=\"\"></figure>\n<p>The final value of design bond strength is τ<sub>Rd</sub> = 8.0 /(1.5x1.0) = 5.3 MPa. </p>\n<h3>ACI EXAMPLE</h3>\n<p>When using ACI, you can follow a similar process, for instance, Hilti HY200, go to their <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549?activeTab=preconfigured-kits-tabs\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">website</a>. Find the product technical guide and open the PDF, The approvals are shown on the second page: </p>\n<figure data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b05347e-cf65-432d-882d-c65ddb495457/Picture1.png\" data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" alt=\"\"></figure>\n<p>Then, we can open the selected ESR: <a href=\"https://icc-es.org/report-listing/esr-4868/\">https://icc-es.org/report-listing/esr-4868/</a></p>\n<p>The bond strength tables are in the document. They are presented as a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions. </p>\n<p>The resulting characteristic bond strength shall be multiplied by the associated <strong>strength reduction factor</strong>, and the bond strength may also be made for increased concrete compressive strength as noted in the <strong>footnotes</strong> to the bond strength tables. </p>\n<p>Once you find the correct table, select the characteristic bond strength in cracked concrete, which is due to the principles of the Detail app, where the strength in tension is neglected. </p>\n<figure data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95261489-f2e9-4d04-ba7e-c1eae43bbe7f/2025-07-15_13-19-36.PNG\" data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" alt=\"Table 13 Bond strength design information \"></figure>\n<ul>\n <li>τ<sub>Rk</sub>=840 psi</li>\n <li>φd=0.65</li>\n <li>Concrete increase factor for a f'c=4000 psi= 1.0481</li>\n <li>IDEA StatiCa bond strength input = 0.65*1.0481*840psi= 572.26 psi</li>\n</ul>\n<p>The bond strength should be input from technical data sheets; do not consider the values we have by default.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n138cb282_2119_0146_0e7d_e1319f1f20fa\"></object>"
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"value": "<p>Anchoring in a plain concrete block can be modeled and code-checked in IDEA StatiCa Connection. Sometimes, it could be useful or necessary to reinforce the concrete block. Although, this capability isn't available within the Connection app, we have 3D Detail. 3D Detail is focused on solving anchoring into concrete blocks and analysis of both the anchoring elements and the concrete block itself. Moreover, a direct link is implemented between the Connection and Detail applications to simplify the process.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Connection users who design <strong>anchoring according to Eurocode</strong> can <strong>import their model from Connection to the advanced 3D Detail by one button click</strong>.</p>\n<h3>How does it work?</h3>\n<ul>\n <li>Import is allowed just for anchoring. If there is no concrete block in the Connection model, the export to Detail is disabled (\"RC check\").</li>\n <li>The model in Connection has to be calculated. If results are not available, the export icon (\"RC check\") is disabled.</li>\n <li>Only one concrete block for the import/export is allowed.</li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>The connection is imported, including </h3>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">Adhesive</a>/Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook</li>\n <li>Friction coefficient</li>\n</ul>\n<h3>How to export anchoring from Connection to Detail</h3>\n<p>First, create a model of anchoring in Connection according to Eurocode and click the Calculate button.</p>\n<p>When results exist, export of footing is enabled. By clicking the button \"<strong>RC Check</strong>\" in the ribbon, a dialog asking for the location and the name of the newly created Detail file appears.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>After a successful export, the project in Detail is created. The geometry of the concrete block and the base plate, the position and properties of anchors, and the load are automatically transferred to Detail. Surface support placed at the bottom surface of the concrete block is automatically created.</p>\n<p>The most tricky part of this process is the import of the load. For every calculated load effect in Connection, the corresponding load case and the ULS combination are automatically created in Detail.</p>\n<ul>\n <li>The base plate is loaded by <strong>forces in welds,</strong> which are modeled as a <strong>Group of forces. </strong>For the loading of the base plate itself, the imported loading is represented by a group of forces following the stresses in welds between the base plate and steel members in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n <li>Anchors are modeled and loaded independently from the base plate, and they are axially loaded by point loads. The loading of anchors is represented in the scene by a double of arrows in opposite directions. One arrow represents the tension force acting only on the top of the anchor. The other one represents the compression force acting on the base plate. </li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>The Checkbox \"Transfer of axial forces\" is unticked by default as the anchors are loaded by forces directly. </p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n <li>Shear is transferred according to the setting in Connection by one of the options – anchors, shear lugs, or friction. 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"value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated. </p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot. </p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n <li>International design standard (code) </li>\n <li>Profile type and material </li>\n <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n <li>Only connections with 1 member (simple footings)\n <ul>\n <li>Only steel-to-concrete anchoring</li>\n <li>No complex design (footing with braces)</li>\n </ul>\n </li>\n <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>IDEA StatiCa is a tool for solving complex 3D tasks and is fully verified for anchoring in concrete blocks. This solution allows you to perform designs without oversimplifications and provides checks based on the Ultimate Limit State (ULS). Thus, we have a tool to capture all types of <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">concrete failures</a> for footing. Together with IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> for anchorage verification, we offer a comprehensive package for everyone dealing with steel-to-concrete connections.</p>\n<p>Enhanced shear transfer, improved results, and simplified integration between <strong>IDEA StatiCa Connection</strong> and <strong>IDEA StatiCa Detail</strong>, along with the verifications, means the solution is now fully capable of handling real, practical examples of any kind of anchoring. </p>\n<h3>What are some key improvements compared to the BETA version?</h3>\n<ul>\n <li><strong>Shear transferring devices:</strong> Fundamental entities that enable the general design of all types of anchoring <strong>(Anchors, Shear lugs, and Friction)</strong>. There are all types corresponding to the options in IDEA StatiCa Connection, allowing smooth import. Read the separate release note dedicated to <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transferring devices.</a></li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n <li><strong>Result Sections</strong>: As part of the improvements for a better understanding of the results, Detail provides the opportunity to see the actual behavior of the structure. Read the separate release note: <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n <li><strong>Full Connection export with new entities: </strong>The import is possible, including all information about materials, types of anchors, and their end treatments. Read the separate release note: <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Import of anchoring from Connection to Detail</a></li>\n <li><strong>Working Grid Plane</strong>: There is a new grid to help surface identification during modeling, reinforcement, creating sections, etc. Read the separate release note: <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Modelling improvement - Grids and Self-weight</a></li>\n <li><strong>Self-weight:</strong> The application includes another load type, self-weight. It is automatically calculated based on the dimensions and the selected material. </li>\n <li><strong>Refined mesh around anchors:</strong> The mesh around the anchors has been locally refined for accurate results. This setting cannot be changed. The mesh is generated automatically.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Comprehensive functionality description of 3D Detail.</a></p>\n<p><em>Note: Currently for Eurocode (EN) only.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17664d22_8237_0160_ba3e_adce2e7403ca\"></object>\n<h3>Known limitations for Detail 3D</h3>\n<p>Since Detail is just a tool that cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the limitations that must be taken into account:</p>\n<ul>\n <li>The solution is suitable only <strong>for reinforced concrete.</strong></li>\n <li>The application provides<strong> ULS checks</strong> according to EN.</li>\n <li><strong>Only one concrete block</strong> is supported in Detail.</li>\n <li>In Detail, the anchors are only checked for tensile strength. It is necessary to <strong>use Connection for shear and interaction checks</strong>.</li>\n <li>Only models <strong>anchored via the base plate</strong> and <strong>only Direct contact </strong>can be imported to Detail (from Connection). </li>\n <li><strong>Imported loads and user-input loads cannot be combined within one model.</strong></li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article: <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>Verifications</h3>\n<p>We emphasize once again that although Detail 3D is a general solution for modeling any detail, we verify examples step by step. The current focus is mainly on verifying functionalities related to <a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">anchoring</a>. See the overview of what are possible use cases and plans for further development below:</p>\n<table><tbody>\n <tr><td><strong>Use-case</strong></td><td><strong>Functionality ready</strong></td><td><strong>Verification provided</strong></td><td><strong>Verification in version</strong></td></tr>\n <tr><td>Footings of steel columns</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General anchorings of steel members <br>\n(beams, bracings, lifting lugs...)</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General use of the Detail 3D for other cases (Pile caps, Pier caps, etc.)</td><td><p>YES</p>\n<p><br></p>\n</td><td>NO</td><td><p>in development</p>\n<p><br></p>\n</td></tr>\n <tr><td>Wall model type</td><td>NO</td><td>NO</td><td>in development</td></tr>\n</tbody></table>\n<p><br></p>\n<p>We continuously update and add new <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&label=detail_3d\">verifications for 3D Detail</a>, where we verify the functionality and the assumptions. For a deeper understanding of the method, read the comprehensive <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>, which includes the main assumptions, a description of the material model, and more.</p>\n<p>Released in IDEA StatiCa version 24.1</p>"
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"value": "<p>The Eurocode specifies several methods of failure of anchors and concrete footings and further divides them according to the loading type. In <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, we have been able to assess the anchors up to now, but with some limitations, assessments had to be done manually. </p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>At the same time, reinforcement for concrete blocks was impossible to account for. This is now changing with IDEA StatiCa Detail 3D, which adds more possibilities. IDEA StatiCa Detail 3D does not offer assessments as we are used to in the standard that defines them for plain concrete. However, with FE analysis, we can verify that reinforced concrete will satisfy the specified load, and here, it will <strong>prevent the failure of the concrete, which would correspond</strong> to those conditions. The apps work independently and can be used separately, but thanks to the <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">link between Connection and Detail</a>, it is also possible to use Detail only as a supplementary calculation. </p>\n<p>Now, let's go through the Eurocode conditions one by one and the possibilities the applications offer us. </p>\n<h2>Tensile force</h2>\n<p>Eurocode divides the first type of load (<strong>tensile force</strong>) into 6 possible cases of anchor or concrete block failure (a, b, c, d, e, f) and two more for reinforced footings (g, h). </p>\n<p>The figure below schematically shows which type of failure you can assess with the Connection app and what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.1) for anchor design <strong>(CBFEM)</strong>, while IDEA StatiCa Detail is based completely on the finite element method <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Some assessment options are, therefore, overlapping in both applications, but always with a different method. </p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>By the nature of the methods implemented in the software, only plain concrete can be considered in Connection, while <strong>only reinforced concrete footing can be considered in Detail</strong>. </p>\n<figure data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b6dc14ff-0803-4a93-a913-771822b326de/Anchoring%20in%20Detail%203D%20-%20Tension.png\" data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" alt=\"\"></figure>\n<p>The main assumptions and limitations of the analysis for the IDEA StatiCa Detail 3D are mentioned in the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations</a>. </p>\n<h4>a) Steel failure </h4>\n<p>Steel failure of<strong> tension-loaded</strong> anchors alone is verified in both applications. Anchor tensile resistance is checked in Connection according to the following formula:</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>In Detail, the anchors are checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. </p>\n<figure data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8adc76b4-1d26-4f8a-a12a-43914b057c9a/Project%20settings.png\" data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\" alt=\"\"></figure>\n<p>In older versions, the anchors are checked like regular reinforcement bars, based on the stress–strain diagrams defined for particular materials, while using the value of limit strain maximally 5% (calculated based on tension stiffening effect read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>)</p>\n<h4>b) Concrete cone failure </h4>\n<p>Concrete cone failure can be verified in Connection. However, at Connection, the app can only consider <strong>plain concrete</strong>. </p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Therefore, in case the concrete cone fails, it is appropriate to proceed to IDEA StatiCa Detail, where an analysis of the entire reinforced block is provided. The tensile strength of the concrete is conservatively neglected, which means the bearing capacity for cone failure is, to a considerable extent, determined by the specified amount of reinforcement. In the picture below, you can see the <strong>directions of the principal stresses</strong> that indicate the shape of the cone mentioned above. In the right part, you can see the values of the concrete stresses, which are assessed with the limit values. </p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4> c) Pull-out failure</h4>\n<p>This code-check is in Connection only for certain cases (see the first picture in this article). An additional assessment is necessary for post-installed mechanical anchors. </p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>In Detail, it is possible to set up so-called <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">adhesive anchors</a> and specify the design bond strength according to their technical parameters. The anchors will then be verified based on these parameters. (Applicable only for reinforced concrete.)</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Combined pull-out and concrete failure of bonded fasteners</h4>\n<p>This failure can only be detected in Detail, where the concrete stresses and the anchorage areas are assessed using 3D CSFM. The Combined pull-out and concrete failure mechanism is in Detail based on principles defined above, and its assessment is part of the concrete strength and anchorage check. (Applicable only for reinforced concrete.)</p>\n<h4>e) Concrete splitting failure</h4>\n<p>It is not possible to assess in Connection. For Detail, Splitting failure is usually a problem of plain concrete, where the use of reinforcement prevents it from occurring. At the same time, it is possible to see the stresses and strains of both the reinforcement under compression or tension and the concrete under compression in the Detail app. </p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Concrete blow-out failure </h4>\n<p>For plain concrete, empirical code-check according to Eurocode in Connection is possible. </p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>For reinforced structural members, it is possible to use Detail. Concrete blow-out failure is covered in the concrete strength analysis. Where the tensile stresses are transferred only by the reinforcement (as mentioned several times above).</p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel failure of reinforcement and anchorage failure of reinforcement is part of the reinforcement assessment in Detail. </p>\n<p><strong>g) Steel failure of reinforcement</strong></p>\n<p><strong>h) Anchorage failure of reinforcement</strong></p>\n<h2>Shear load</h2>\n<p>Eurocode divides the second type of load (<strong>shear force</strong>) into 4 possible cases of anchor or concrete block failure (a, b, c, d) and two more for reinforced footings (e, f). </p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>The figure below shows <strong>schematically</strong> which type of failure you can assess with the Connection app and also what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.2) <strong>for anchor design </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a><strong>.</strong> All types of failure caused by shear force can be covered in the Connection app. </p>\n<figure data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0383712-82f9-48f8-9dbc-17b6eac2b66a/Anchoring%20in%20Detail%203D%20-%20Shear.png\" data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" alt=\"\"></figure>\n<p>In the IDEA StatiCa Detail 3D, shear can be transferred by friction, anchors or shear lug. It is important to say that only the footing is assessed. Other steel parts (e.g. shear lug, welds) need to be checked in Connection or somewhere else. Again, it must be emphasized that only reinforced concrete is required.</p>\n<h4>a) Steel failure without lever arm</h4>\n<p>Steel failure without the lever arm of shear-loaded anchors is verified in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>In Detail, the anchors are again checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. The assessment is not possible in Detail for older versions.</p>\n<h4>b) Steel failure with lever arm</h4>\n<p>Steel failure with the lever arm of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>The assessment is not possible in Detail.</p>\n<h4>c) Concrete pry-out failure</h4>\n<p>Concrete pry-out failure of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>The shear capacity of the concrete through the base plate is then assessed in the Detail application. </p>\n<h4>d) Concrete edge failure</h4>\n<p>Concrete edge failure of shear-loaded anchors is verified in Connection only for plain concrete. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>Concrete edge failure can be checked in the Detail (reinforced concrete only). </p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel and anchorage failure of reinforcement is part of the reinforcement assessment in IDEA StatiCa Detail. </p>\n<p><strong>e) Steel failure of supplementary reinforcement</strong></p>\n<p><strong>f) Anchorage failure of supplementary reinforcement</strong></p>\n<h2>Conclusion</h2>\n<p>The most significant advantage can be found in examples such as anchoring close to an edge and other cases where plain concrete does not meet the required load. Note that, anchors and shear lugs need to be further assessed in Connection, but together, these two software tools provide a comprehensive solution.</p>\n<p>Due to the method and the way the application is designed, the <strong>Detail application is only suitable for reinforced footings.</strong> </p>\n<p><br></p>"
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"value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n <li><strong>by friction</strong></li>\n <li><strong>by anchors</strong></li>\n <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n <li>Cast-in-place </li>\n <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value. </p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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"value": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<p>Next to the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights in version 24.1</a>, read the full list of the new functionality:</p>\n<h2>Concrete Design</h2>\n<p><strong>Detail 3D (Eurocode only)</strong></p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Full Connection export with new entities</a></li>\n <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a> – Sections, Stress check</li>\n <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" 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data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Multiselect and multiedit in Connection</a></li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Fast app response with quick cancel of calculations</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/project-item-and-material-management#buckling-in-every-project\">Buckling calculations in the backstage menu</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Theoretical-background-in-Report-updated\">Theoretical Background in the report</a> in Italian and Portuguese</li>\n <li><a href=\"https://www.ideastatica.com/support-center/how-to-import-a-plate-from-dxf#Smooth-import-of-plate-shape-from-dxf\">Smooth import of plate shape from DXF</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\">Enhanced parametric design templates</a></li>\n <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Regional improvements</a></li>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes</a></li>\n</ul>\n<h2>BIM and Checkbot</h2>\n<ul>\n <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Multi-management and grouping tools in Checkbot</a></li>\n <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Parameters made useful for everyone</a></li>\n <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">HILTI PROFIS plugin in Checkbot</a></li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">60% faster FEA imports to Checkbot</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\">IFC export 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"urlSlug": "loads-in-equilibrium-by-default",
"type": "support_center_article"
},
{
"codename": "rn_22_0__fatigue_improvements",
"linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
"urlSlug": "fatigue-analysis-how-the-results-are-displayed",
"type": "support_center_article"
},
{
"codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
"linkId": "f89307a5-4bac-4632-bb5f-1a2586f199a3",
"urlSlug": "through-bolts-for-hollow-sections-warning",
"type": "support_center_article"
},
{
"codename": "rn22_0__update_of_eccentricity_definition_of_norma",
"linkId": "293fcced-8994-4a81-a805-88267657c66a",
"urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_22_0",
"linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
"urlSlug": "release-notes-idea-statica-22-0",
"type": "support_center_article"
},
{
"codename": "rn_21_1__bearing_type_options_for_bolts",
"linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
"urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
"type": "support_center_article"
},
{
"codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
"linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
"urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
"type": "support_center_article"
},
{
"codename": "rn_21_1__slip_resistance_check_update_according_to",
"linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
"urlSlug": "slip-resistance-check-update-according-to-sp-16",
"type": "support_center_article"
},
{
"codename": "rn_22_0__connection_browser_ii",
"linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
"urlSlug": "company-sets-selection-in-the-connection-browser",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_1",
"linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
"type": "support_center_article"
},
{
"codename": "section_model_view___drawings___sketches____copy_",
"linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
"urlSlug": "updated-cbfem-solver",
"type": "support_center_article"
},
{
"codename": "condensed_elements",
"linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
"urlSlug": "condensed-superelements-invisible-but-essential",
"type": "blog_post"
},
{
"codename": "differences_in_results_between_version_21_and_olde",
"linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
"urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_0_d5c25f3",
"linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
"type": "support_center_article"
},
{
"codename": "rn_20_1__improved_model_of_contacts",
"linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
"urlSlug": "an-improved-model-of-contacts",
"type": "support_center_article"
},
{
"codename": "rn_20_1__butt_welds_upgraded_model",
"linkId": "040fcb75-d544-4d75-bc49-182d150177d7",
"urlSlug": "butt-welds-upgraded-model",
"type": "support_center_article"
},
{
"codename": "rn_20_1__bolt_bearing_distances__en_",
"linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
"urlSlug": "bolt-bearing-distances-for-eurocode",
"type": "support_center_article"
},
{
"codename": "rn_20_1__connecting_plate_eccentricity",
"linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
"urlSlug": "connecting-plate-eccentricity",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20_1",
"linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
"urlSlug": "release-notes-idea-statica-steel-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20_1",
"linkId": "79ff8a70-a79d-483c-8ce8-218a5f43cadc",
"urlSlug": "release-notes-idea-statica-concrete-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20",
"linkId": "4ba1aea8-5819-4504-bfc7-717be84625d1",
"urlSlug": "release-notes-idea-statica-steel-20",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20",
"linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
"urlSlug": "release-notes-idea-statica-concrete-20",
"type": "support_center_article"
}
],
"name": "Content",
"type": "rich_text",
"value": "<h2>Version compatibility</h2>\n<p>IDEA StatiCa software version (e.g., 22.1.3.0789) is described by a number represented by the major version (22), minor version (.1), patch number (.3), and build number (.0789).</p>\n<p>Every major and minor version of IDEA StatiCa applications changes project data and makes it impossible to use in the previous versions. This means if you create or save a project in version 22.1, you can not open it in 22.0.</p>\n<p>However, patches within the same version are compatible, so if you create or save a project in patch 22.1.3, you can still open it in patch 22.1.0.</p>\n<p>The cloud services, such as the <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a>, always generate project files in the latest IDEA StatiCa version and patch released.</p>\n<h2>Opening an old project in a newer version</h2>\n<p>Models designed in older versions of IDEA StatiCa may show differences when you upgrade to the newest version. When upgrading to a newer version of the program, you may encounter some differences associated with opening models created in older versions. </p>\n<p>To get updated, please read the <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">release notes</a> for every major and minor version released, together with patch updates and <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">lists of resolved bugs</a>.</p>\n<p>Below is a list of the most important changes for each new version of the program that may lead to some changes in results:</p>\n<h3>Changes in version 25.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a href=\"https://preview.ideastatica.com/support-center/smooth-results-with-precise-meshing#25-1-CHS-mesh\">Update of the FEM mesh for CHS members</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/updated-cbfem-solver#member-calculation-25-1\">Stepped analysis in Member</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/steel-pins#25-1-pin-buckling\">Buckling calculation of models with pins</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/connection-analysis-0-or-doesn-t-reach-100#warning-big-deformation\">Large deformation warning</a></li>\n</ul>\n<p>CONCRETE</p>\n<p>There were several essential improvements to the underlying analysis model. The anchor mesh has been refined, the bond stiffness has been recalibrated, and the whole system of constraints between anchors and concrete block has been enhanced to better reflect real load-slip behavior. In addition, the contact interaction representing the bearing of anchors against concrete under shear loading has been tuned based on internal research, various studies, and code guidance. Altogether, these refinements improve the realism of the load transfer mechanism, which means that the results may differ from previous versions — typically being more realistic and less conservative, while remaining safe.</p>\n<p>Read the <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">highlights</a> and the <a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\">full list of improvements</a> in Release notes IDEA StatiCa 25.1.</p>\n<h3>Changes in version 25.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Geometrically nonlinear analysis</a> (GMNA)</li>\n <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Weld spreading area</a></li>\n</ul>\n<p>Read the <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">highlights</a> and the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 25.0.</p>\n<h3>Changes in version 24.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes improved</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<p>Read the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights</a> and the <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.1.</p>\n<h3>Changes in version 24.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Out of surface load warning in Member</a> (patch 23.1.1)</li>\n <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Extend the member using the cut operation</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Accurate calculation of the shear resistance of slabs</a> (patch 23.1.2)</li>\n</ul>\n<p>BIM and CLOUD SERVICES</p>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free structural design hub for all supported FEA and CAD</a>, and termination of the free Viewer plugins</li>\n</ul>\n<p>Read the <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">highlights</a> and the <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.0.</p>\n<h3>Changes in version 23.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Welds – autodesign, input, warnings, visualization</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Shear force position input and visualization</a> (since patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Yield strength reduction for high-strength steel hollow sections</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warning for welds and bolts connecting the same plates</a> (since patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Filler plate (packing plate) recognition</a> (since patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detailed calculation of connection design material values displayed in the plates' result table</a></li>\n <li>AISC steel and bolt grade materials for AISC360-22 (since patch 23.0.4)</li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularity detection in Member</a> (since patch 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check advancements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Release notes IDEA StatiCa 23.1</a>.</p>\n<h3>Changes in version 23.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Qualification checks of seismic prequalified connections for AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Update of ANSI/AISC 360-22, CSA S16:19 standards, and Taiwain sections</a> </li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Anchors with stand-off</a> (since patch 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Eurocode updates to thin-walled members and anchors</a></li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Edge indexing in Member and Connection models</a></li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Load Extreme Selection</a> (since patch 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Limited stress check feature in Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementation of long-term losses in Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Improvements for ACI 318-19 in Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Imperial rounding improvements in Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Equivalent time for deflection in Beam</a> (since patch 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Triangular mesh in concrete Member</a></li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check improvements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Release notes IDEA StatiCa 23.0</a>.</p>\n<h3>Changes in version 22.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle to the grain of the steel-to-timber connections</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">GMNIA solver extended to shear and torsion effects</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes IDEA StatiCa 22.1</a>.</p>\n<h3>Changes in version 22.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium by default</a></li>\n <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis - how the results are displayed</a></li>\n <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a></li>\n <li>Connection Lite update</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of eccentricity definition of a normal force for concrete columns according to Eurocode</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Release notes IDEA StatiCa 22.0</a>.</p>\n<h3>Changes in version 21.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts in version 21.1 and onwards</a></li>\n <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</a></li>\n <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP 16</a></li>\n</ul>\n<p>For users of <strong>Template Manager</strong>, use version 21.1 to <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transfer your designs into the new Connection Library</a>.</p>\n<p>Read the full list of improvements in <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Release notes IDEA StatiCa 21.1</a>.</p>\n<h3>Changes in version 21.0</h3>\n<p>The biggest change since version 21.0 is in the analytical model of members in Connection, please read the <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Updated CBFEM solver</a> article, and the <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Condensed superelements - invisible but essential</a> blog post. The impact of the changes is also described in <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Analysis model improvements in IDEA StatiCa version 21.0</a> article.</p>\n<p>Read the full list of improvements in <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Release notes IDEA StatiCa 21.0</a>.</p>\n<h3>Changes in version 20.1</h3>\n<p>Here, we point out articles describing the main differences between the older and newer version.</p>\n<ul>\n <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Improved model of contacts</a></li>\n <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Butt welds upgraded model</a></li>\n <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Bolt bearing distances for Eurocode</a></li>\n <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Connecting plate eccentricity</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Release notes IDEA StatiCa Steel 20.1</a> and <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Release notes IDEA StatiCa Concrete 20.1</a>.</p>\n<h3>Changes in version 20</h3>\n<p><strong>Cleat manufacturing operation refactoring</strong></p>\n<p>In the previous version Cleat manufacturing operation sometimes made L cross-section legs swapped, mostly while the members were rotated along the longitudinal axis. From now on, the L sections are positioned correctly, and the legs orientation is kept the same while introducing rotation to the member. The new mechanism behind is based on the new member positioning (by its LCS coordinates - rather then it's Rotations).</p>\n<p><strong>Local coordinate systems of the members in FEA/CAD applications</strong></p>\n<p>All member entities in FEA/CAD applications are created in a way that their definition axis has the start and the end. These two points are taken as a vector to define the local coordinate system of the member. In each FEA/CAD application project are these data information stored and can be used during the import. We took advantage of that, and it helps to improve the correctness of our BIM link geometry import. On the other hand, it changes the rules of the game, and the user must pay attention to the way how the model is created in FEA/CAD because it has an impact on the CBFEM Connection model also. We recommend to pay attention while importing from FEA/CAD projects into the version 20, the local coordinate system of the members may change the model to and difference compared to the model imported into the previous versions is eminent. </p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"Compatibility of versions\"></figure>\n<p><strong>Member application projects compatibility</strong></p>\n<p>IDEA StatiCa Member application passes through agile development, especially the data storage architecture and the guided user interface. Based on this it's obvious that the projects created in the older versions may not be correctly opened in version 20 or the application may fail to open them. Please be aware of that and excuse IDEA StatiCa for inconvenience. </p>\n<p>Read the full list of improvements in <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Release notes IDEA StatiCa Steel 20.0</a> and <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Release notes IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changes in version 10.1 and older</h3>\n<p>One of the reasons behind the new GUI is that a lot of engineers were saying: „IDEA StatiCa Connection needs to be more error-proof”. These “errors” are usually related to:</p>\n<ul>\n <li>Setting the correct <strong>length of members</strong> – in cases of extremely short or long members, this can hugely influence the results. Since version 9, IDEA StatiCa Connection automatically sets an appropriate length of all members.</li>\n <li><strong>Welds </strong>– stress plastic redistribution is by far the most accurate design method for welds and was introduced in version 7.1. During version 8 – and as a transition period - it was the default method, coexisting with the other evaluation methods. Since version 9, this method is the only option available and the other evaluation methods have been removed, to avoid confusion among the users, as we have seen through our helpdesk. This ensures that all welds in the project are safely designed and complying with the code.</li>\n</ul>\n<p>We have implemented several <strong>control mechanisms</strong> for IDEA StatiCa Connection since version 9.0 – automatic-check when the connection is modeled in a recommend way (singularity check, member lengths, their offsets, …). If the connection is not modeled properly, the calculation is interrupted or an error message is displayed. Please be aware that because of all of these improvements, opening projects from previous versions can lead to a different model geometry that may need some further editing.</p>\n<p>We have also improved <strong>meshing </strong>of hollow sections members – IDEA StatiCa Connection since version 9.0 generates finer meshing on hollow section members which might lead to slightly different results compared to older versions.</p>\n<p>We display the compatibility warning on each opening of a project from the older versions:</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"Compatibility of versions\"></figure>"
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"value": "<h2>1 New project</h2>\n<p>Run the <strong>IDEA StatiCa Connection</strong>. Everything starts on the <strong>Steel</strong> card. </p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Keep default settings</strong> for anchoring topology and step into the app. </p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Design</h2>\n<p><strong>After creating the solution</strong> from the template, to move the footing to the edge, we have to <strong>explode the template to separate operations. </strong></p>\n<figure data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fea954d-3d4b-4484-8cc8-1623c694e003/1.png\" data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" alt=\"\"></figure>\n<p>Let's adjust the baseplate and set <strong>The Shear Force transfer</strong> as<strong> Friction</strong>. </p>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><em>Note: Since the release of </em><em><strong>version 24.1, IDEA StatiCa Detail</strong></em><em> has been out of BETA for </em><em><strong>3D anchoring design</strong></em><em>. With this new version, shear can be transferred through anchors, shear lugs, and friction, too. </em></p>\n<p><strong>Input the internal forces</strong> for biaxially loaded anchoring. The internal forces cause compression stress on the contact between the ground and the concrete block. By default, the concrete block is assumed to be cracked. </p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Check</h2>\n<p><strong>Move</strong> to card,<strong> Check</strong> and <strong>Calculate</strong>. The code check proves the failure mode on the anchors. Let's explore more in detail about it.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Let's explore the potential failures for tension, shear, and mutual interaction according to EN 1992-4. </p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Please review the Detailed Check</strong> <strong>of the Anchors,</strong> as it reveals a nonconformity on the first page. <strong>This will inform you of the code-checks that you need to perform manually or using other methods</strong>, as they are not included in IDEA StatiCa Connection. It is recommended that you take the necessary actions to address this issue.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>Due to the failure of <strong>Anchor Check</strong>: </p>\n<ul>\n <li>The problem is caused by the <strong>Concrete breakout resistance of anchors in tension and shear</strong></li>\n <li><strong>This issue can be easily solved in IDEA StatiCa Detail, powered by the 3D CSFM method</strong>. It helps you overcome the model of plain concrete cracked blocks in IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Export</h2>\n<p>The in-house developed application<strong> IDEA StatiCa Connection now features a powerful BIM link into Detail</strong>, allowing for the design and check of reinforced concrete blocks with multiple combinations.</p>\n<p>Prerequisites for export: </p>\n<ul>\n <li>The model has to be<strong> pre-calculated and the results included</strong></li>\n</ul>\n<p>Go to the card <strong>Check -> RC check -> Save.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>The export is allowed only for anchoring topology. The export allows the transfer of:</p>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: Post installed (Adhesive) /Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook/Headed stud</li>\n <li>Friction coefficient</li>\n</ul>\n<h2>5 Design</h2>\n<p>This section will allow you to modify Members, Supports, Loads&Combinations, and Rebar assembly.</p>\n<h3>Support</h3>\n<p>The ground has some stiffness, which should be considered for precise design. The <strong>Surface Support</strong> enables stiffness in all three directions and is set <strong>as default inactive in tension</strong> (boundary nonlinearity).</p>\n<ul>\n <li>Please be cautious while making assumptions about boundary conditions. In the case of nonlinearity, if the moments are quite high, the concrete block's support in tension may turn over during analysis, causing large rotations. This may lead to a divergent model due to the flexible body motion.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Transfer devices</h3>\n<p>The anchors are taken over from IDEA StatiCa Connection. Two types of anchors can be selected.</p>\n<p>Cast-in-place anchors: </p>\n<ul>\n <li>Pre-installed anchors with the same properties in bond as the reinforcement bars</li>\n</ul>\n<p>Post-installed (Adhesive) anchors:</p>\n<ul>\n <li>Post-installed (chemical anchors) with the option to customise your bond strength based on the actual bond strength.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Pay attention to the correct setting of the <strong>Interconnection with a base plate</strong>. In the case of importing the footing from the Connection application, the <strong>Transfer of axial forces</strong> should be <strong>OFF</strong>, and the <strong>Transfer of shear</strong> should be <strong>ON</strong>. The reason is that the anchors are loaded directly by forces. You can read more about this here.</p>\n<p>If you were to design a footing from scratch in the Detail application, both options would be ON. When transferring shear through anchors, the user must determine which anchors will bear the shear force and select the corresponding checkbox. This aligns with EN requirements, which specify that shear should only be assigned to anchors effective for the concrete edge failure check.</p>\n<h3>Reinforcements</h3>\n<p>Set the concrete cover to 40 mm, which will be used as the default value for the reinforcement.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Select the <strong>Rebar-Assembly(1)-->Group of the bars 3D(2) </strong>and filling out the <strong>Diameter</strong>, <strong>Properties</strong> and <strong>Geometry(3)</strong>. </p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the <strong>Surface</strong>. All the other options are retained. </p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the options below. </p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copy </strong>the operation and change the options below. </p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Loads and combinations</h3>\n<p>Combinations are taken over from IDEA StatiCa Connection. All the consequences of import are mentioned <br>\nin detail in - Import of anchoring from Connection to Detail.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<p>Let's create the <strong>Self-weight:</strong></p>\n<figure data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ae675a-14f5-4777-bb5a-f71dd34b0b1a/10.png\" data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" alt=\"\"></figure>\n<p>Create a combination with Self-weight, and add the coefficient for self-weight = 1.35 according to the codes <br>\nEN 1991-1-1</p>\n<figure data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bfc20268-0bc8-4f33-b60f-d84054bb7d91/10_1.png\" data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" alt=\"\"></figure>\n<h2>6 Check</h2>\n<p><strong>Before running the analysis</strong>, we highly recommend <strong>changing the mesh multiplier</strong> to two or three in order to speed up the calculation. This step is not mandatory, but it can reduce computational time and help detect any divergence issues. <strong>If everything works smoothly and no problems arise, you can switch back to a multiplier of one</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Results</h2>\n<h3>Equivalent Principal Stress</h3>\n<p>The <strong>equivalent principal stress (EPS)</strong> in concrete is determined based on the volume behaviour of the concrete block. The areas that experience the highest load are identified and highlighted. In order to gain insight into the confinement in contrast with uniaxial compression, the equivalent stress is calculated using the kappa factor. More information about equivalent principal stress is enclosed in this article of the theoretical background.</p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Stress in rebars</h3>\n<p><strong>During the Reinforcement Check</strong>, it is critical to note that the anchor close to the corner is maximally utilised. </p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>When displaying the utilisation of reinforcement, the user can clearly see which reinforcement contributes to transferring the load and preventing the concrete cone failure.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Anchorage</h3>\n<p>Double-check the <strong>Anchorage</strong> settings and activate the <strong>Total Force in Anchors</strong>. The forces in the anchors may vary slightly due to the different calculation approaches regarding the concrete block. The differences are not significant, though. </p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Deformations</h3>\n<p>Move to <strong>Auxiliary</strong> and turn on the <strong>Deformation</strong>.</p>\n<p>It is not necessary to perform a deformation check for ULS, but it is highly recommended to check the deformation after analysis to ensure that the model is not experiencing large deformation, large rotation or any finite element is damaged. This will provide an overview of the analysis results and help identify any issues that may have arisen during the analysis.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Report</h2>\n<p>At last, go to the <strong>Report Preview/Print</strong>. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>You have checked the whole connection design according to the codes EN 1993-1-8 and EN 1992-4. 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"value": "<h2>Loading</h2>\n<p>Load cases can be defined in the same way as for 2D reinforced concrete elements. This means that each load case can be assigned either a Permanent or a Variable load type. The Permanent load cases are applied to the model first, and after a successful calculation, the Variable load cases are applied.</p>\n<p><strong>Type of load impulses</strong></p>\n<p>A total of 4 types of load pulses can be added to each load case.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>The definition of <strong>Surface loads</strong> is identical to the definition of Surface support. This means it is possible to specify it in two ways: Whole surface and Polyline. In the case of Surface loads, of course, the load intensity is entered in the three general directions.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p><strong>Group of forces</strong> is a load entity that allows you to specify forces in three directions anywhere on the model using a table. It can be referenced to the base plate or the surface of a concrete block. For tabular input, it is again possible to use the copy-paste functionality from the spreadsheet program.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p><strong>The self-weight</strong> should be included in every model. For example, concrete foundations loaded with a bending moment will not so easily overturn.</p>\n<p><strong>Point loads</strong> can be loaded directly to the base plate with six internal forces Fx, Fy, Fz, Mx, My, and Mz in the general position. </p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3360543b_2063_01ea_8fbf_433cc8bcfd0b\"></object>\n<p>When using a base plate, applying this force directly to a realistic, deformable base plate can lead to unrealistic stress redistribution across the plate, anchors, and concrete. It is therefore more appropriate to use the second option - the stub.</p>\n<p><strong>The Stub</strong></p>\n<p>The stub is represented by a short part of the column above the base plate, which is modeled as a <strong>shell element structure</strong> and behaves as a physically accurate interface between the internal forces and the plate. A standard section database is used.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>The <strong>6-component internal force set</strong> (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> - i.e. the base of the column.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Constraints <strong>transfer the forces</strong> to the <strong>top face of the stub</strong>, from where they are naturally <strong>redistributed through the stub</strong> into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>This approach preserves the realistic stiffness interaction between column and plate and eliminates the need for any manual redistribution or artificial assumptions.</p>\n<p><em>The stub was released in </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<h3>Combinations</h3>\n<p>Because the analysis in IDEA StatiCa Detail is non-linear, so-called non-linear combinations are used. This means that individual load cases are not calculated and the results are not then added together. On the contrary, load cases of the same load type are added together before the calculation, of course with the respective coefficients defined in the combinations, and the individual combinations are then calculated. 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"value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n <li>By two points</li>\n <li>On surface edge</li>\n <li>On surface edge on more edges</li>\n <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. In this case, a 3D scene with the reinforcement displayed is additionally available for better orientation, allowing rotations around two axes.</p>\n<figure data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff3a99a5-1dff-4519-9ab7-13c4571673f2/3D%20Detail%20in%2024.1_22.png\" data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" alt=\"\"></figure>"
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"value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n <li>Summary</li>\n <li>Strength</li>\n <li>Anchorage</li>\n <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview. </p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties. </p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction. </p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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"value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check </h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring – can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve. </p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own – see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases – <strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n <li><strong>Multiple anchoring close together</strong> – The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong> – A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n <li><strong>Consideration of existing reinforcement in renovations</strong> – Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included. </li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes – </em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution </h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures. </p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n <li><strong>IDEA StatiCa Connection</strong> – focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n <li><strong>IDEA StatiCa Detail</strong> – The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress. </li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads. </p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>. </p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before – so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. 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"value": "<p>Whether it’s limited space for <a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">anchoring</a>, an unconventional architectural layout, anchoring close to the edge, the need to fasten steel to irregular concrete shapes, or the demand from the construction site to design cast-in plates, these special cases demand more than just typical solutions. That’s exactly where the real design challenge begins.</p>\n<h3>How do structural engineers actually deal with these situations?</h3>\n<p>It starts with assumptions and a lot of manual work and calculations. Hours are spent iterating designs and code-checking. More than often analysed designs lead to unnecessarily oversized footings and plates due to concrete breakouts: </p>\n<ul>\n <li>Concrete edge failure</li>\n <li>Concrete cone failure</li>\n <li>Combination of failures</li>\n</ul>\n<figure data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6505d0c4-6232-48ae-b997-b532639234ec/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" alt=\"\"></figure>\n<p>Take anchoring near the edge, for example. Without reinforcement, it's almost impossible to pass a code-check for concrete edge or cone failure. When anchors are close to each other, you’re suddenly dealing with interacting cones—something most codes advise avoiding altogether. But what do you do when your layout simply doesn't allow for the recommended spacing? </p>\n<p>Supplementary <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">reinforcement needs to be considered</a>. <em>Eurocode 1992-4 - Design of concrete structures - Part 4: Design of fastenings for use in concrete </em>recommends establishing an appropriate strut and tie model. </p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>But what if an atypical shape of concrete block throws a spanner in the works?</p>\n<h3>Tackling anchoring challenges of non-standard concrete block geometries</h3>\n<p>Especially when dealing with irregular geometries or unique layouts that go beyond standard textbook cases, the process is not only time-consuming but also leaves too much room for uncertainty. In such cases, the general shapes can be unpredictable, making it crucial to carefully consider edge distances on all sides. Embedment depth may vary due to differences in block thickness or anchor positioning, and the anchors themselves may not be in the same plane.</p>\n<p>In <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">the latest release of IDEA StatiCa</a>, we’ve added powerful new capabilities to help you design and code-check anchoring in the real-world conditions that do not follow the textbook.</p>\n<p>You can now <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">design and code-check almost any shape of concrete block</a> for anchoring. Whether it’s a pedestal, non-rectangular anchor blocks, extensions of strip foundation, any shape of a wall, or a custom geometry required by architects.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Reinforcement-aware design of cast-in plates</h3>\n<p>In the construction industry, it's common to encounter supporting structures that incorporate both steel and concrete elements. The concrete components often play a key role in providing lateral stability to the steel framework. These elements are typically linked through the use of <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">cast-in plates</a>. Cast-in plates offer reliable anchorage, moreover, they can be fabricated to minimize drilling on construction site. Plates sit flush with the concrete surface, allowing clean and level connections. Cast-in plates are especially favored in applications such as façade support systems, steel frame connections in hybrid concrete-steel buildings, elevator guide rail supports, anchoring mechanical equipment, bridge bearings, and precast concrete panel connections.</p>\n<p>But while their applications are broad, the design can become significantly more complex. The axial forces are resisted by reinforcement in the concrete, which is welded to the steel plate to transfer the load through bond with the concrete. Shear studs, anchors or shear lug resist the shear forces.</p>\n<p>The design resistance of the embedded elements is highly dependent on the position of the concrete reinforcement, especially if the cast-in plate is positioned close to the edge (supporting façade systems).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (with CSFM 3D) automatically takes into account the reinforcement near the cast-in plate, which can significantly increase the loading capacity. 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"value": "<h2>Version 25.0 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4577f87e_589e_0139_aedf_e89eab10e893\"></object>\n<h2>Design anchoring in concrete the way you need</h2>\n<p>If you're regularly designing anchoring in reinforced concrete, especially with cast-in plates or pedestal bases, you’ll immediately notice the performance jump. With the solver overhaul in 25.0, anchoring models that used to run in 15 minutes can now be completed in just three.</p>\n<p>And it’s not just about speed. You now have cleaner, more versatile modeling tools. <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">Want to define cast-in plates with U-, L-, or I-shaped rebars</a>? You can do that in seconds, and reinforcement behavior adapts as you'd expect. <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">Need a custom foundation shape or a multi-level pedestal</a>? Use Boolean operations to carve out exactly what meets your requirements.</p>\n<figure data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/736aa3ef-d821-4660-a3cf-5be8e2fd94ac/Boolein_05.png\" data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" alt=\"\"></figure>\n<h2>Cut setup time with Parametric Templates</h2>\n<p>Manually building steel connections from scratch, or digging through old Excel sheets for reference, slows you down. That’s why version 25.0 introduces a smarter way to design: with over 200 ready-to-use parametric templates you can drop into your project through the new <a data-item-id=\"cc99ba50-ed96-445b-b357-96fbd857ba58\" href=\"\">Connection Wizard</a>.</p>\n<figure data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6b87ac5-5963-4b17-8d3d-aa097d95a325/Combination%20of%20parametric%20template%20and%20unrelated%20operations%200.png\" data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" alt=\"Combination of parametric template and unrelated operations\"></figure>\n<p>Select a joint, adjust the inputs, and watch the 3D preview adapt in real-time. Each template is validated and guided by safe input rules. If you push a parameter too far, you’ll get a warning. If you’re just getting started with IDEA StatiCa, these templates are the quickest way to produce reliable, code-checked designs.</p>\n<p>Need more control? You can “explode” any template into editable operations, giving you full control over the geometry, welds, bolts, and all the elements. You can also build company-specific libraries to standardize workflows and create re-usable templates.</p>\n<h2>Select just the critical connections in Checkbot</h2>\n<p>Got a model with hundreds, or even thousands, of connection nodes? You don’t have time to repeat connection setups one by one. <a data-item-id=\"7ba21733-7480-4d32-8a69-19128290b53a\" href=\"\">IDEA StatiCa Checkbot in version 25.0</a> has been upgraded to handle massive projects effortlessly.</p>\n<figure data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcdcdc0f-f978-415f-8d66-a776df5f5563/Bulk%20workflows%20and%20critical%20load%20filter%20in%20Checkbot%2000a.png\" data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" alt=\"Bulk workflows and critical load filter in Checkbot\"></figure>\n<p>Define a single reference connection with your member types, settings, and force direction. Checkbot automatically groups similar nodes and applies those parameters across the model. That means no more re-entering the same information 50 times. Just one setup, shared across the structure.</p>\n<p>Plus, with the new load extremes filter, out of up to 1,000 load effects, Checkbot pinpoints the critical few. Less computing time, fewer distractions, and no risk of missing the scenarios that actually matter. Once your checks are complete, generate reports in bulk. Choose between detailed outputs or summaries and export everything to PDF with a click.</p>\n<h2>Global-ready workflows</h2>\n<p>If you're working under ACI standards, or collaborating globally, no problem. IDEA StatiCa 25.0 includes full support for <a data-item-id=\"fbf41a21-2c16-4d27-875f-415de12ebcff\" href=\"\">ACI 318-19</a> in both steel and concrete design environments, with terminology that can be toggled between U.S. and UK English.</p>\n<p>In Australia, <a data-item-id=\"7ddfda28-482b-412a-8712-c4bd8c1616e9\" href=\"\">engineers can now work with region-specific code environments</a> fully covering tasks for 2D Detail. And for engineers in China, the GB anchoring code-check has been updated to reflect the latest local requirements.</p>\n<p>Precasters, <a data-item-id=\"aa86833c-cb6b-40d4-956e-f08c3940ec10\" href=\"\">can now export both tendon geometry and mapped reinforcement directly from Beam to Detail</a>, without needing to remodel the geometry and materials. And with <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">RCS now checking for lateral buckling for geometrical imperfections and construction or transport stages</a>, all in a single workflow.</p>\n<figure data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4dee2642-b908-492e-9ae6-f1727c60e720/Export%20from%20BEam%20to%20Detail_04.png\" data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" alt=\"\"></figure>\n<p>To get a complete picture of what IDEA StatiCa version 25.0 contains, be sure to check out the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">release notes</a>, download the latest version, and try it out for yourself using the link below. We cannot wait to hear your feedback!</p>\n<p>You can also sign up for our <a data-item-id=\"0e158996-3bdb-4968-8195-7147e1ed0727\" href=\"\">release webinar</a> to hear a more in-depth guide to the new release from some of the team that is behind bringing you this latest version.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<p><br></p>"
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"value": "<h2>1. Why did the calculation stop early?</h2>\n<p>The stop criteria in the 3D CSFM model ensure simulations halt at defined limits, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a> in the theoretical background for IDEA StatiCa Detail. By default, the \"Stop at Limit Strain\" option is active, stopping calculations when some of ULS criteria are reached. Utilization is checked for concrete, reinforcement, and anchorage. Concrete strain is limited to 5 % in compression and 7 % in tension due to convergence needs. Rebar plastic strain is capped at 5 %, while anchorage uses slip-based limits, not bond stress. This could be caused by several reasons. The most common reason is missing reinforcement. Divergence errors may also arise from an improperly supported model, leading to excessive deformation. Another reason can be that the design is not satisfying for the specified load and is simply overloaded.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. What types of supports can be used in Detail?</h2>\n<p>In 3D detailing, surface supports can add stiffness in all directions. By default, supports are compression-only (gray button), which can cause structures to \"fly away\" due to a lack of tension resistance. To allow tension, toggle the button to white. There are two different suggested approaches: </p>\n<p>1) Use default compression-only support for footings resting on ground, but remember to manually apply self-weight, as it's not exported from IDEA StatiCa Connection. </p>\n<p>2) For submodels (e.g., balconies, pedestals...) with continuous rebars, use standard support and continuous bar anchorage. This adds single-point constraints, ensuring proper force transfer and avoiding errors like concrete cover peeling or model divergence. Without it, models may fail due to strain limits (e.g., 7 % in tension). </p>\n<p>For detailed information about the functionalities of Detail 3D, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Full functionalities of Detail 3D</a>.</p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Why is it so important to follow the detailing rules?</h2>\n<p>The designed reinforcement should follow code-based detailing rules (e.g., supplementary reinforcement for tensile and shear force transfer according to EN 1992-4). Detail 3D ensures proper force flow: compression zones in concrete and tension in rebars. Proper reinforcement is essential as concrete doesn’t transfer tension. Detailing rules are not automated—users must apply them manually, and it is the structural engineer's responsibility to reinforce the concrete block in the correct way. </p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. How do I model shear force transfer correctly?</h2>\n<p>Shear force in base plates can be transferred via friction, anchors, or shear lugs, but only one method can be used at a time. For friction, ensure correct load case sequencing: apply compression (permanent) first, then shear (variable). If done incorrectly, the base plate may \"fly away.\" </p>\n<p>With a proper loading sequence and the friction coefficient set to 0.25, shear force can be transferred for 25% of the compression force. For shear-lugs, full shear force is transferred through them, but they aren't checked in IDEA StatiCa Detail. First, check the shear lugs in IDEA StatiCa Connection, then import into Detail. Load transfer in concrete blocks follows typical stress paths (flanges/web) based on load direction. For anchors, the user can define which anchors are effective for shear transfer. Still, they also aren't checked for shear in Detail—so verify their capacity first in Connection before simulating in Detail. </p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. What to consider when exporting from Connection to Detail?</h2>\n<p>The loads can be applied directly to anchors (tension, compression, shear) or the base plate (all six internal forces). Anchors and base plates are modeled as separate elements, so the force transfer between them must be manually activated through constraints. </p>\n<ul>\n <li>When exporting the anchoring model from IDEA StatiCa Connection (e.g., see <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM link Connection to Detail - Eccentrically loaded anchoring</a>), axial force transfer between anchors and the base plate is turned off to avoid unwanted additional prying of the base plate. </li>\n <li>Alternatively, when modelling from scratch and applying load directly on the base plate, the user has to activate axial and shear transfer between the base plate and anchors.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. What stiffness of the base plate should be set?</h2>\n<p>Setting the correct stiffness of the base plate is also important. Three models are compared in the following figure: </p>\n<ul>\n <li>a flexible base plate exported from Connection, </li>\n <li>a flexible base plate modeled directly in Detail 3D with a load applied at a single point, </li>\n <li>and a rigid base plate with increased thickness, with a load applied at a single point. </li>\n</ul>\n<p>Results showed that flexible plates modeled directly in Detail 3D produce inaccurate stress distributions and artificial prying effects. The rigid plate eliminates these issues, giving results consistent with the Connection export. Anchor forces were similar in the first and the third models, but the second (flexible plate in Detail 3D) overestimated anchor forces by over 30 %, making it an incorrect approach. Therefore, if not exporting from Connection, and loading at a single point, to get the interaction between the base plate and concrete as close to reality as possible, the suggestion is to use the stiff base plate.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d4076e6_85ee_0108_1893_42f54e5d6b8c\"></object>\n<h2>7. What about the contact stress?</h2>\n<p>In Connection, setting a Contact between two steel plates and displaying the contact stress is possible. However, it is a known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">here</a>) that the contact stress between steel plates is neglected during the export from Connection to Detail.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<p>There are two consequences of this for the Detail model:</p>\n<ul>\n <li>Part of the load is missing completely.</li>\n <li>Imported loads are not in equilibrium, and the model can not be calculated because of huge base plate deformations and analysis divergence.</li>\n</ul>\n<p>How to resolve this limitation? There are two options:</p>\n<ul>\n <li>Modify your model in the Connection app so that there is no contact between plates, generating contact stresses. Operations <strong>End Plate</strong>, <strong>Splice</strong>, and <strong>Stiffening plate</strong> (input type <strong>Doubler</strong>) automatically generate contact in the background!</li>\n <li>Delete the load effects exported from the Connection model; select the base plate and change <strong>Load type</strong> to <strong>Column</strong>; add a new <strong>Load case</strong> and a <strong>Load impulse,</strong> and input the internal forces as in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6faacfec-06c2-4cfc-b034-bdd42090afea/What%20about%20the%20contact%20stress%2002.png\" data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" alt=\"\"></figure>\n<h2>8. Why does bond stress exceed 99,9 % so fast?</h2>\n<p>In most models, bond stress in anchorage exceeds 99,9% utilization for very low tension load levels. The reason can be found in the bond stress-strain diagram between the anchor/reinforcement and the concrete, as shown in the figure below. The bond reaches its ultimate stress rapidly, and any further loading leads to plastic deformation of the bond. To determine the ultimate bond stress for the adhesive anchors, see the article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Bond strength for anchors in Detail 3D</a>.</p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. How should I manage mesh settings?</h2>\n<p>Mesh quality is crucial for 3D simulations, especially for nonlinear problems, as it directly impacts calculation time. The mesh multiplier ranges from 0.5 to 5, with 1 being the default. Using a factor of 5 speeds up simulations, helping identify errors, but results may be inaccurate (over 30% error). After verifying the model, the suggested factor is 1 or lower for accurate stress and strain, which increases analysis time. A coarse mesh (higher factor) is used for predesign, while a finer mesh (lower factor) provides more accurate results in the final simulation, especially around anchors.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h2>10. Is it possible to import multiple anchorings?</h2>\n<p>Yes, it is. And what happens after exporting the multiple anchoring from Connection to Detail? Two or more concrete blocks are imported to Detail depending on the number of base plates in the Connection, where every base plate has its own concrete blocks. The known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitation for Detail 3D</a>) is that multiple solid blocks are not supported in Detail. So the user has to delete all blocks besides one, and relate all the other base plates to that block. Then, the correct anchor and weld forces distribution is reached.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h2>Conclusion</h2>\n<p>The 3D CSFM in IDEA StatiCa Detail is a powerful tool for modeling nonlinear concrete and rebar behavior, ensuring compliance with Eurocode and ACI. It effectively handles bond interactions, tension and compression zones, and reinforcement layouts, offering robust anchoring and load transfer solutions. The criteria ensure that calculations stop when critical strain limits are reached, and proper reinforcement detailing is essential for realistic results. Mesh quality is crucial for accurate simulations, with finer meshes providing better precision at the cost of longer analysis times. Supplementary reinforcement, shear force transfer, and correct export settings are also key factors in achieving accurate, code-compliant designs.</p>\n<p>For more detailed information, take a look at the webinar <a data-item-id=\"fe18abc4-7d3c-45ac-97e6-002bf87224ef\" href=\"\">10 Most Frequently Asked Questions for 3D Anchoring</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n52d28e81_1616_01e2_a821_827f1ce6ac7c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ca2405e0_92af_011f_a520_4c427debe025\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2aa41181_a7e4_0123_9223_f5d0a6efae46\"></object>"
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"value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n <li><strong>by friction</strong></li>\n <li><strong>by anchors</strong></li>\n <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n <li>Cast-in-place </li>\n <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value. </p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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"value": "<p>O CSFM 3D define o comportamento do betão com base na teoria da plasticidade de<strong> Mohr-Coulomb modificada</strong> para cargas monotónicas. O método <strong>considera as tensões principais do betão na compressão e as tensões da armadura (</strong><strong><em><sub>σsr</sub></em></strong><strong>) nas fissuras, negligenciando a resistência à tração do betão (corte de tensão), exceto o seu efeito de reforço na armadura (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>reforço de tensão</strong></a><strong>).</strong></p>\n<p><strong><em><sub>σc1r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc2r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc3r</sub></em></strong> ≤<strong><em> 0 MPa</em></strong></p>\n<p>Os varões de reforço estão ligados aos elementos finitos do volume de betão através de elementos de ligação, permitindo o deslizamento entre o betão e o reforço. É de notar que o CSFM 3D <strong>não é adequado para simular betão simples</strong> devido à ausência de tensão, o que pode resultar em deformações enganadoras e divergência de modelos. De um modo geral, a teoria de Mohr-Coulomb inclui duas propriedades fundamentais que regem a evolução da superfície de plasticidade em compressão e parcialmente em tração: o ângulo de atrito interno <em>φ</em> e o parâmetro de coesão <em>c</em>. <strong>O CSFM 3D assume um ângulo de atrito interno nulo </strong>(Fig. 1e), conduzindo a um dimensionamento conservador devido à semelhança da superfície de plasticidade com o modelo de Tresca, que é independente do primeiro invariante de tensão.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Pressupostos básicos do CSFM 3D: (a) tensões principais no betão; (b) tensões na direção da armadura;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) diagrama tensão-deformação do betão em termos de tensões máximas; (d) diagrama tensão-deformação da armadura}}\\) \\( \\textsf{\\textit{\\footnotesize{em termos de tensões nas fissuras e deformações médias; (e) círculos de Mohr para o modelo de betão em CSFM 3D; (f) tensão de corte da ligação - deslizamento}}\\) \\( \\textsf{\\textit{\\footnotesize{relação para verificações do comprimento de ancoragem.}}}\\)</em></p>\n<h4>Betão</h4>\n<p>O modelo de material apresentado é um modelo de plasticidade multi-superfície dado pela combinação dos modelos de Mohr-Coloumb e Rankine para carregamento monotónico. É importante notar que este modelo não aborda a descarga, pelo que as variáveis de estado não são armazenadas, como seria o caso nos modelos clássicos de plasticidade utilizados para cargas cíclicas.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>Como já foi referido, o modelo de material destina-se a ser utilizado em aplicações que calculam a resposta do betão armado (não é adequado para betão simples). Isto deve-se à exclusão do betão em tração. Por conseguinte, o modelo nem sequer é adequado para elementos estruturais em que as regras de dimensionamento do betão armado, tais como a taxa de armadura mínima, o espaçamento máximo entre barras, etc., não são cumpridas. Deve também ser acrescentado que, por razões de estabilidade numérica, é definida uma capacidade de tração muito pequena no modelo. A parte de tração é limitada por planos correspondentes ao modelo de Rankine.</p>\n<p>O modelo CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, considera um ramo infinitamente plástico após a tensão de pico ser atingida). Esta simplificação não permite a verificação da capacidade de deformação das estruturas que roem à compressão. No entanto, a sua capacidade última é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução<sub>𝜂𝑓𝑐</sub> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>fc</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<p>A <em>fc</em><em><sub>,red</sub></em> é então comparada com a Tensão Principal Equivalente σc<em><sub>,eq</sub></em> no betão, que será definida mais tarde, naturalmente, com a consideração de todos os factores de segurança prescritos pelo código.</p>\n<p>Uma descrição detalhada do modelo de betão pode ser encontrada na seguinte ligação:</p>\n<ul>\n <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Modelo de material de betão para detalhe 3D</strong></a></li>\n</ul>\n<h4>Reforço</h4>\n<p>O diagrama bilinear tensão-deformação para varões de armadura, tal como definido pelos códigos de projeto (Fig. 1d), representa um modelo idealizado. Este modelo requer o conhecimento das propriedades básicas da armadura durante a fase de projeto, especificamente a classe de resistência e ductilidade. Em alternativa, os utilizadores têm a opção de definir uma relação tensão-deformação personalizada.</p>\n<p>A rigidez à tração é considerada através da modificação da relação tensão-deformação do varão de reforço nu para captar a rigidez média dos varões embebidos no betão (<sub>εm</sub>) (Fig. 1b).</p>\n<h4>Ancoragem</h4>\n<p>O deslizamento da ligação entre a armadura e o betão é introduzido no modelo de elementos finitos considerando a relação constitutiva simplificada rígida-perfeitamente plástica apresentada na (Fig. 1f), sendo <em><sub>fbd</sub></em> o valor de projeto (valor facturado) da tensão última da ligação especificada pelo código de projeto para as condições específicas da ligação.</p>\n<p>Este é um modelo simplificado com o único objetivo de verificar as prescrições de ligação de acordo com os códigos de projeto (i.e., ancoragem do reforço). A redução do comprimento de ancoragem quando se utilizam ganchos, laços e formas de barra semelhantes pode ser considerada através da definição de uma determinada capacidade na extremidade da armadura, como será descrito mais adiante.</p>\n<h4>Ancoragens</h4>\n<p>O elemento da ancoragem é definido como sendo capaz de transferir forças normais de tração ou compressão, bem como forças de corte, considerando também a rigidez à flexão. No entanto, apenas é avaliada a tensão normal nas ancoragens.</p>\n<p>Estão disponíveis dois tipos de ancoragens:</p>\n<ul>\n <li>Ancoragem adesiva</li>\n <li>Reforço no local</li>\n</ul>\n<p>O comportamento da armadura de betão armado é o mesmo que o da armadura clássica (tipo de ancoragem, ligação, etc.) <strong>. Para as ancoragens adesivas, é possível definir diretamente o valor de projeto da resistência da ligação.</strong> Este valor deve ser lido na ficha técnica do fabricante.</p>"
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"value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory is a mathematical model describing the response of<strong> </strong>brittle materials, to shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the compressive strength far exceeds the tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In structural engineering, it is used to determine failure load as well as the angle of fracture for displacement of fracture surface in concrete and similar materials. Coulomb's friction hypothesis is used to determine the combination of shear and normal stress that will cause a fracture of the material. Mohr's circle is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the principle of normality, the stress introduced at failure will be perpendicular to the line describing the fracture condition. </p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the angle of friction. This makes the strength of the material determinable by comparing the external mechanical work introduced by the displacement and the external load with the internal mechanical work introduced by the strain and stress at the line of failure. By conservation of energy, the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 5.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 6.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases. </p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 5, where the real angle of internal friction is used, and Figure 6, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way. </p>\n<p>\\[\\kappa = \\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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"value": "<h3>Equações de equilíbrio</h3>\n<p>A teoria das pequenas deformações permite a montagem da equação de equilíbrio com base no volume não deformado, utilizando uma abordagem de primeira ordem.</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Equações de equilíbrio e representação gráfica em elemento infinitesimal}}}\\]</em></p>\n<h3>Equações de compatibilidade</h3>\n<p>Um corpo sólido é constituído por volumes infinitesimais ou pontos materiais, cada um dos quais está interligado sem intervalos ou sobreposições. As condições matemáticas devem ser respeitadas para evitar a ocorrência de lacunas ou sobreposições quando um corpo contínuo sofre deformação.</p>\n<h3>Equações constitutivas</h3>\n<p>As equações constitutivas que regem o comportamento dos elementos 3D desempenham um papel fundamental na análise do comportamento dos materiais em mecânica estrutural. Estas equações são formuladas para acomodar o <strong>comportamento isotrópico</strong> não linear, que é válido para barras <strong>de blocos sólidos </strong>no IDEA StatiCa Detail.</p>\n<p>Quando se trata de uma <strong>parede 3D</strong>, é essencial ter em conta o <strong>comportamento </strong>ortotrópico ao longo da sua espessura, prestando especial atenção à tensão no betão devido à ausência de armadura transversal. A ortotropia é causada pela permissão da tensão no betão numa direção fora do plano. As propriedades do material, como o módulo de elasticidade e o coeficiente de Poisson, permanecem as mesmas.</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Matriz de conformidade isotrópica linearmente elástica}}}\\]</em></p>"
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"value": "<p>O modelo de análise de elementos finitos não linear (inelástico) é criado por vários tipos de elementos finitos utilizados para modelar o betão, a armadura e a ligação entre eles. Os elementos de betão e de armadura são inicialmente malhados de forma independente e depois interligados através de restrições multiponto (elementos MPC). Isto permite que o reforço ocupe qualquer posição não limitada aos nós da malha tetraédrica. Para verificar o comprimento da ancoragem, a ligação e a extremidade da ancoragem, são inseridos elementos de mola entre a armadura e os elementos MPC.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 10\\qquad Modelo de elementos finitos: elementos de reforço mapeados para a malha de betão utilizando elementos MPC e de ligação}}}\\]</em></p>\n<h4>Betão</h4>\n<p>O betão é analisado utilizando <strong>elementos tetraédricos mistos com rotações nodais</strong>. Os elementos tetraédricos permitem-nos criar malhas em regiões de qualquer topologia, enquanto a formulação implementada garante resultados de deformação precisos (sem tensões de corte espúrias, conhecidas como efeito de bloqueio de corte), mesmo para malhas grosseiras que não seriam adequadas para a formulação de elementos tetraédricos lineares.</p>\n<p>É utilizada a integração total. Isto significa que cada elemento está equipado com quatro pontos de integração situados dentro do volume. Esta integração produz um campo preciso de deformação e tensão, permitindo uma avaliação e apresentação suficientes dos resultados em todo o volume. Posteriormente, os critérios de paragem são estabelecidos com base no valor do ponto de integração.</p>\n<h4>Reforço</h4>\n<p>As armaduras são modeladas por elementos de \"barra\" 1D de dois nós (CROD), que apenas têm rigidez axial. Estes elementos são ligados a elementos especiais de \"ligação\" que foram desenvolvidos para modelar o comportamento de deslizamento entre um varão de reforço e o betão circundante. Estes elementos de ligação são posteriormente ligados por elementos MPC (multi-point constraint) à malha que representa o betão. Esta abordagem permite a criação de malhas independentes para a armadura e para o betão, enquanto a sua interligação é assegurada posteriormente.</p>\n<h4>Elementos de ligação</h4>\n<p>O comprimento de ancoragem é verificado através da implementação das tensões de corte de ligação entre os elementos de betão (3D) e os elementos do varão de reforço (1D) no modelo de elementos finitos. Para este efeito, foi desenvolvido o tipo de elemento finito \"ligação\".</p>\n<p>O elemento de ligação é definido como um elemento finito de casca ligado a elementos que representam a armadura pela primeira camada e pela segunda camada à malha de betão através de restrições multiponto (elementos MPC). É de notar que o elemento de ligação é sempre apresentado neste artigo com uma altura diferente de zero, que é, no entanto, definida como infinitesimal no modelo.</p>\n<p>O comportamento deste elemento é descrito pela tensão de ligação, <em><sub>τb</sub></em>, como uma função bilinear do deslizamento entre os nós superior e inferior, <em>δu</em>, ver (Fig. 11).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad (a) Ilustração concetual da deformação de um elemento de ligação; (b) função de deformação de corte}}}\\]</em></p>\n<p>O módulo de rigidez elástica da relação ligação-deslizamento, <em>Gb</em>, é definido da seguinte forma:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em><sub>kg</sub></em> coeficiente dependente da superfície do varão de reforço (por defeito, <em>kg</em> = 0,2)</p>\n<p><em><sub>Ec</sub></em> módulo de elasticidade do betão (tomado como <em>Ecm</em> no caso de EN)</p>\n<p>Ø o diâmetro do varão de reforço</p>\n<p>Os valores de cálculo (valores ponderados) da tensão última de corte da ligação, <em><sub>fbd</sub></em>, fornecidos nos respectivos códigos de cálculo selecionados EN 1992-1-1 ou ACI 318-19 são utilizados para verificar o comprimento da ancoragem. O endurecimento do ramo plástico é calculado por defeito como <em>Gb/105</em>.</p>\n<h4>Mola de ancoragem</h4>\n<p>O fornecimento de extremidades de ancoragem aos varões de reforço (i.e., curvas, ganchos, laços...), que cumprem as prescrições dos códigos de dimensionamento, permite a redução do comprimento de ancoragem básico dos varões<em>(lb</em><em><sub>,net</sub></em>) por um determinado fator β (referido como o \"coeficiente de ancoragem\" abaixo). O valor de projeto do comprimento de ancoragem<em>(lb</em>) é então calculado da seguinte forma:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad Modelo para a redução do comprimento de ancoragem: a) Força de ancoragem ao longo do comprimento de ancoragem de }}}\\] \\[ \\textsf{\\textit{\\footnotesize{a barra de reforço, b) lei constitutiva da força de ancoragem por deslizamento}}\\]</em></p>\n<p>A redução do comprimento de ancoragem é incluída no modelo de elementos finitos através de um elemento de mola na extremidade da barra (Fig. 12a), que é definido pelo modelo constitutivo apresentado na (Fig. 12b). A força máxima transmitida por esta mola<em>(</em><em><sub>Fau</sub></em>) é:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>onde :</p>\n<p><em>β</em> o coeficiente de ancoragem baseado no tipo de ancoragem</p>\n<p><em><sub>Como</sub></em> a secção transversal do varão de reforço</p>\n<p><em><sub>fyd</sub></em><em> </em>o valor de projeto (valor calculado) da tensão de cedência da armadura</p>"
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"value": "<h3>Placa de base</h3>\n<p>A placa de base é modelada como um elemento de casca linear. O material de aço utilizado para as placas de base é definido no separador Materiais. A única propriedade física é o módulo de elasticidade <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad A definição do material da placa de base}}}\\]</em></p>\n<p>A placa de base pode ser carregada por uma carga pontual (Fx, Fy, Fz, Mx, My, Mz) e por um grupo de forças (Fx, Fy, Fz), utilizado principalmente para carregar modelos exportados do IDEA StatiCa Connection. Note que as cargas pontuais e os momentos pontuais carregam diretamente o nó correspondente da placa de base. Isto significa que não há redistribuição, apenas pela rigidez da placa de base.</p>\n<p>Esta implementação permite importar efeitos de carga da Ligação IDEA StatiCa que são aplicados à placa de base na localização dos elementos finitos de soldadura individuais com o valor e a direção determinados a partir da tensão geral desse elemento finito de soldadura. Para mais informações, consulte o capítulo correspondente deste documento.</p>\n<p>O contacto apenas por compressão friccional é definido entre a placa de base e o betão. Para a <strong>transferência de cisalhamento</strong>, o utilizador pode escolher entre três opções:</p>\n<ul>\n <li><strong>Por ancoragens</strong></li>\n <li><strong>Por fricção</strong></li>\n <li><strong>Por olhal de cisalhamento</strong></li>\n</ul>\n<p>O software não permite a combinação destes mecanismos de transferência de cisalhamento.</p>\n<p><strong>O</strong> coeficiente<strong>de atrito</strong> deve ser introduzido como um valor projetado (calculado). No caso de a força de corte resultante <em><sub>Fxy</sub></em><em> </em>exceder a força de pressão <em><sub>Fz</sub></em> vezes o coeficiente de atrito <em>μ</em>, o cálculo pára e nem todas as cargas se aplicam ao modelo. A condição é escrita da seguinte forma:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>Isto pode ser visto no exemplo seguinte, onde são considerados dois casos de carga.</p>\n<ul>\n <li>LC1 - Tipo permanente - <sub>Fz</sub> = 100 kN</li>\n <li>LC2 - Tipo variável - <sub>Fx</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad Entrada de carga para o exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>No primeiro passo de cálculo, toda a carga permanente é aplicada. Em seguida, a carga variável é aplicada gradualmente até atingir o valor da carga de pressão vezes o coeficiente de atrito.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad Resultados do exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>O gráfico da Figura 16 define o comportamento do contacto de atrito entre a placa de base e o betão.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Gráfico força-deslocamento que descreve o comportamento do contacto por atrito}}\\]</em></p>\n<p>O valor de <em>Fzμ</em> difere para cada incremento do cálculo, enquanto o valor da deformação de corte máxima <em><sub>uxy</sub></em> é constante.</p>\n<p>Se a força normal de compressão <em><sub>Fz</sub></em> e a força de corte <em><sub>Fxy</sub></em> forem introduzidas num tipo de caso de carga (por exemplo, apenas permanente), e a condição de <em><sub>Fxy</sub></em><em> / (</em><em><sub>Fzμ</sub></em><em>) ≤ 1</em> não for cumprida<em>, </em>não será aplicada qualquer carga ao modelo porque a condição não é cumprida em nenhum incremento do cálculo.</p>\n<p><strong>O olhal de corte</strong> está ligado à malha de betão por restrições que permitem apenas a compressão e a transferência de tensões normais.</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Shear lug transferência do mecanismo de corte}}}\\]</em></p>\n<p>O lug de cisalhamento é modelado a partir de elementos de casca lineares, onde o módulo de elasticidade E define o material.</p>\n<p>Os resultados não são avaliados e apresentados para a placa de base, bem como para a barra de corte.</p>\n<h3>Ancoragens</h3>\n<p>Os elementos finitos que representam as ancoragens são modelados de forma a poderem transferir forças normais e de corte para o betão, tendo também em conta a rigidez à flexão das ancoragens. Para modelar o deslizamento entre a ancoragem e o betão circundante, são utilizados os mesmos elementos de ligação e MPC que para a armadura. A diferença é que, no caso das ancoragens adesivas, é possível especificar a resistência de projeto da ligação.</p>\n<p>As ancoragens podem ser interligadas com placas de base. Para esta interligação, é utilizada uma restrição totalmente não linear para ligar a extremidade da ancoragem a um nó da placa de base. Este elemento permite-nos controlar todos os graus de liberdade para garantir, por exemplo, que nenhuma pressão é transferida pelas ancoragens para a placa de base sem separação, ou que nenhum corte é transferido pela ancoragem ao modelar um olhal de corte, etc.</p>\n<p>As definições de<strong>interligação com a placa de base</strong> para ancoragens permitem ao utilizador controlar se a ancoragem será ligada à placa de base através das restrições mencionadas anteriormente e como.</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p>Na versão atual <strong>, apenas</strong> <strong>é suportado</strong> <strong>o contacto direto</strong> entre a placa de base e o betão <strong>.</strong></p>\n<p>A força de compressão não é transferida da placa de base para a ancoragem no caso de contacto direto. A compressão é transferida apenas pelo contacto entre a placa de base e o betão.</p>\n<p>A caixa de verificação <strong>Transferência de forças axiais</strong> pode ser utilizada para controlar se a ancoragem e a placa de base serão ligadas ou não em termos de tensão. Isto é utilizado principalmente para a exportação da função Ligação (ver o capítulo correspondente). Para a modelação manual, faz sentido ter esta caixa de verificação sempre marcada.</p>\n<p>A caixa de verificação <strong>Transferência de cisalhamento</strong> pode ser utilizada para controlar se a ancoragem e a placa de base serão ligadas ou não em termos de cisalhamento. Tenha em atenção que não é possível combinar mecanismos de transferência de corte, pelo que, para a transferência por fricção e por olhal de corte, esta caixa de verificação é irrelevante. Por outro lado, para a transferência de cisalhamento utilizando ancoragens, este campo dá a opção de excluir algumas ancoragens da transferência de cisalhamento.</p>"
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"value": "<p>O modelo IDEA Statica Detail não tem de ser sempre modelado a partir do zero ou de um modelo. Existe também a opção de importar o modelo incluindo os efeitos de carga do IDEA StatiCa Connection. A geometria do bloco de betão, as ancoragens, a placa de base, os materiais e os efeitos de carga são transferidos.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Cargas importadas do IDEA StatiCa Connection}}}\\]</em></p>\n<p>A placa de base é carregada por um grupo de forças determinado a partir da tensão geral de cada elemento finito das soldaduras que ligam a barra de aço e a placa de base.</p>\n<p>Uma vez que a definição dos componentes individuais é diferente em Ligação e Detalhe (por exemplo, a placa de base é modelada por um material linear em Detalhe, enquanto que em Ligação é modelada por um material plástico), haveria uma redistribuição diferente de cargas entre o contacto placa de base-betão e as ancoragens, ou entre as próprias ancoragens. Por outras palavras, haveria diferentes forças normais de tração nas ancoragens em Ligação e Detalhe. Por esta razão, as ancoragens são importadas desligadas para forças normais (na direção da ancoragem) da placa de base, e as ancoragens são carregadas diretamente com as forças de tração aplicadas. Além disso, as forças opostas que carregam a placa de base localizada no local da ancoragem devem ser adicionadas para colocar o modelo em equilíbrio. Estas duas forças opostas são apresentadas na Figura 16.</p>\n<p>No entanto, as forças de corte são transferidas pela interconexão da placa de base e da ancoragem (ou lug de corte, ou fricção). Este comportamento é possível porque existe uma restrição que liga a placa de base e a ancoragem, permitindo-nos controlar todos os graus de liberdade desta interligação.</p>"
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"value": "<h3>Betão - ULS</h3>\n<p>O modelo de betão implementado no 3D CSFM baseia-se nas leis constitutivas de compressão uniaxial prescritas pela EN 1992-1-1 para o dimensionamento de secções transversais, que apenas dependem da resistência à compressão. O diagrama parábola-retângulo especificado na norma EN 1992-1-1 Cl. 3.1.7 (1) (Fig. 15a) é utilizado por defeito no CSFM 3D, mas os projectistas podem também escolher uma relação elástica ideal plástica mais simplificada de acordo com a norma EN 1992-1-1 Cl. 3.1.7 (2) (Fig. 15b). A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 15\\qquad Os diagramas tensão-deformação do betão para ULS: a) diagrama parábola-retângulo; b) diagrama bilinear}}}\\]</em></p>\n<p>A implementação do CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εcu2</sub> (<sub>εcu3</sub>) num valor de 5% enquanto a EN 1992-1-1 assume uma deformação última inferior a 0,35%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a sua capacidade última <em><sub>fcd</sub></em> de acordo com a EN 1992-1-1 3.1.3 é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>αcc</sub></em> é o coeficiente que tem em conta os efeitos a longo prazo na resistência à compressão e os efeitos desfavoráveis resultantes da forma como a carga é aplicada. Está de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (1). O valor por defeito é 1,0.</p>\n<p><em><sub>fck</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Por defeito, é considerado o diagrama tensão-deformação bilinear idealizado para os varões de reforço nus definido na EN 1992-1-1, secção 3.2.7 (Fig. 16). A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas durante a fase de projeto (classe de resistência e ductilidade). Sempre que conhecida, pode ser considerada a relação tensão-deformação efectiva da armadura (laminada a quente, trabalhada a frio, temperada e autotemperada, ...). O diagrama tensão-deformação da armadura pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de enrijecimento por tração (é impossível calcular a largura da fenda). A utilização do diagrama tensão-deformação com um ramo superior horizontal não permite a verificação da durabilidade estrutural. Por isso, é necessária a verificação manual dos requisitos de ductilidade padrão.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16 \\qquad Diagrama tensão-deformação da armadura: a) diagrama bilinear com um ramo superior inclinado; b) diagrama bilinear}}\\] \\[ \\textsf{\\textit{\\footnotesize{com um ramo superior horizontal.}}}\\]</em></p>\n<p>O reforço de tração (Fig. 17) é contabilizado automaticamente através da modificação da relação tensão-deformação de entrada do varão de armadura simples de forma a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p>O Método do Campo de Tensões Compatível está em conformidade com as normas de projeto modernas. Uma vez que os modelos de cálculo utilizam apenas propriedades de material padrão, o formato do fator de segurança parcial prescrito nas normas de dimensionamento pode ser aplicado sem qualquer adaptação. Desta forma, as cargas de entrada são factorizadas e as propriedades caraterísticas do material são reduzidas utilizando os respectivos coeficientes de segurança prescritos nas normas de dimensionamento, exatamente como na análise convencional do betão. Os valores dos coeficientes de segurança dos materiais prescritos na EN 1992-1-1 cap. 2.4.2.4 são definidos por defeito, mas o utilizador pode alterar os coeficientes de segurança nas definições de Código e cálculo (Fig. 18).</p>\n<figure data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4cadae4a-9a8a-4f9b-935c-51395116ed4e/Material%20factors.png\" data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad A configuração dos coeficientes de segurança dos materiais no Idea StatiCa Detail.}}}\\]</em></p>\n<p>Os coeficientes de segurança das cargas têm de ser definidos pelo utilizador em Regras de combinação para cada combinação não linear de casos de carga (Fig. 19). Para todos os modelos implementados no <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, os coeficientes de segurança parciais já estão predefinidos.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad A definição dos factores parciais de carga em Idea StatiCa Detail.}}}\\]</em></p>\n<p>Utilizando combinações adequadas de coeficientes de segurança parciais definidas pelo utilizador, os utilizadores também podem calcular com o CSFM 3D utilizando o método do coeficiente de resistência global (Navrátil, et al. 2017), mas esta abordagem quase nunca é utilizada na prática de dimensionamento. Algumas orientações recomendam a utilização do método do fator de resistência global para análises não lineares. No entanto, em análises não lineares simplificadas (como o 3D CSFM), que apenas requerem as propriedades do material que são utilizadas em cálculos manuais convencionais, é ainda mais desejável utilizar o formato de segurança parcial.</p>"
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"value": "<p>As diferentes verificações exigidas pela norma EN 1992-1-1 são avaliadas com base nos resultados diretos fornecidos pelo modelo. As verificações ULS são efectuadas para a resistência do betão, a resistência das armaduras e a ancoragem (tensões de corte da ligação).</p>\n<p>A <strong>resistência do betão</strong> à compressão é avaliada como o rácio entre a tensão principal equivalente máxima σc<em><sub>,eq </sub></em>obtida da análise de EF e o valor limite σc<em><sub>,lim</sub></em> = <em><sub>fcd</sub></em>.</p>\n<p><strong>A tensão principal equivalente expressa a tensão uni-axial equivalente para um estado de tensão tri-axial geral.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>O valor σc<em><sub>,eq</sub></em> pode, portanto, ser diretamente comparado com os limites de resistência uniaxial de acordo com 1992-1-1 Cl. 3.1.7 (1).</p>\n<p>Esta expressão é derivada da implementação da teoria da plasticidade de Mohr-Coulomb, assumindo conservadoramente o ângulo de atrito interno φ <em>= 0°.</em></p>\n<p>A <strong>resistência da armadura</strong> é avaliada tanto em tração como em compressão como a relação entre a tensão na armadura nas fissuras <em><sub>σsr</sub></em> e o valor limite especificado σs<em><sub>,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{para diagrama bilinear com ramo superior inclinado}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\,\\textsf{\\small{para diagrama bilinear com ramo superior horizontal}}\\)</p>\n<p>em que:</p>\n<p><em><sub>fyk</sub></em> é a tensão de cedência da armadura de acordo com a norma EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em> é o rácio entre a resistência à tração<em><sub>ftk</sub></em> e a tensão de cedência,<br>\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γs</em><sub> é </sub>o fator de segurança parcial para o reforço.</p>\n<p>A <strong>tensão de corte da ligação</strong> é avaliada independentemente como o rácio entre a tensão da ligação <em><sub>τb</sub></em> calculada pela análise de EF e a resistência final da ligação <em><sub>fbd</sub></em><sub>,</sub> de acordo com a norma EN 1992-1-1 cap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2,25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>em que:</p>\n<p><em><sub>fctd</sub></em><sub> </sub>é o valor de projeto da resistência à tração do betão de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (2). Devido à fragilidade crescente do betão de resistência mais elevada, <em>fctk</em><em><sub>,0.05</sub></em><sub> </sub>é limitado ao valor para C60/75 de acordo com a norma EN 1992-1-1 Cl. 8.4.2 (2)</p>\n<p><sub>η1</sub> é um coeficiente relacionado com a qualidade da condição de ligação e a posição da barra durante a betonagem (Fig. 31).</p>\n<p><sub>η1</sub> = 1,0 quando se obtêm \"boas\" condições e</p>\n<p><sub>η1</sub> = 0,7 para todos os outros casos e para barras em elementos estruturais construídos com formas deslizantes, a menos que se possa demonstrar que existem \"boas\" condições de ligação</p>\n<p><sub>η2</sub> está relacionado com o diâmetro da barra:</p>\n<p><sub>η2</sub> = 1,0 para Ø ≤ 32 mm</p>\n<p><sub>η2</sub> = (132 - Ø)/100 para Ø > 32 mm</p>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad EN 1992-1-1 Figura 8.2 - Descrição das condições de ligação.}}}\\]</em></p>\n<p>No IDEA StatiCa Detail, as condições de ligação são tidas em conta de acordo com a Fig. 20 c) e d). A direção da betonagem pode ser definida na aplicação para cada item do projeto da seguinte forma:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Direção de betonagem}}}\\]</em></p>\n<p>Estas verificações são efectuadas em relação aos valores-limite apropriados para as respectivas partes da estrutura (isto é, apesar de haver uma única classe para o betão e para o material de reforço, os diagramas finais de tensão-deformação serão diferentes em cada parte da estrutura devido aos efeitos de enrijecimento por tração e amolecimento por compressão).</p>\n<p><strong>Força total </strong><strong><em><sub>Ftot</sub></em></strong><strong> e força limite </strong><strong><em><sub>Flim</sub></em></strong></p>\n<p>A força total <strong><em><sub>Ftot</sub></em></strong> é o resultado da análise de elementos finitos e pode ser definida de duas formas.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>onde<em><sub>As</sub></em> é a área da barra de reforço e <em><sub>σs</sub></em> é a tensão na barra.</p>\n<p>Ou como uma soma da força de ancoragem<em><sub>Fa e </sub></em>da força de ligação <em><sub>Fbond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>em que<em><sub>Fa</sub></em> é a força real na mola de ancoragem e <em><sub>Fbond</sub></em> é a força de ligação que pode ser obtida através da integração da tensão de ligação <em><sub>τb</sub></em> ao longo do comprimento da barra de reforço <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p><sub>Cs</sub> é a circunferência do varão de reforço.</p>\n<p>A força limite<strong><em><sub>Flim</sub></em></strong> é a força máxima no elemento do varão considerando a <strong>resistência última</strong> do varão e também <strong>as condições de ancoragem </strong>(ligação entre o betão e a armadura e ganchos de ancoragem, laços, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>em que <sub>Cs</sub> é a circunferência da barra de reforço e <em>l</em> é o comprimento desde o início da barra de reforço até ao ponto de interesse.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Definição da força limite Flim}}\\]</em></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>em que<em><sub>Flim,add</sub></em> é a força adicional calculada a partir da magnitude do ângulo entre elementos vizinhos.<em><sub>Flim,2</sub></em> deve ser sempre inferior a<em><sub>Fu</sub></em>.</p>\n<p>Os <strong>tipos de ancoragem</strong> disponíveis no CSFM 3D incluem uma barra reta (i.e., sem redução da extremidade da ancoragem), curva, gancho, laço, barra transversal soldada, ligação perfeita e barra contínua. Todos estes tipos, juntamente com os respectivos coeficientes de ancoragem β, são apresentados na Fig. 23 para a armadura longitudinal e na Fig. 24 para os estribos. Os valores dos coeficientes de ancoragem adoptados estão de acordo com a norma EN 1992-1-1, secção 8.4.4 Tab. 8.2. É de notar que, apesar das diferentes opções disponíveis, o CSFM 3D distingue três tipos de extremidades de ancoragem: (i) nenhuma redução no comprimento da ancoragem, (ii) uma redução de 30% do comprimento da ancoragem no caso de uma ancoragem normalizada, e (iii) ligação perfeita.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Tipos de ancoragem disponíveis e respetivos coeficientes de ancoragem para varões de reforço longitudinal no CSFM 3D:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) varão reto; (b) dobra; (c) gancho; (d) laço; (e) varão transversal soldado; (f) ligação perfeita; (g) varão contínuo.}}}\\]</em></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Tipos de ancoragem disponíveis e respectivos coeficientes de ancoragem para estribos.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Estribos fechados: (a) gancho; (b) dobra; (c) sobreposição. Estribos abertos: (d) gancho; (e) barra contínua.}}}\\]</em></p>\n<p>Para cumprir a norma EN 1992-1-1, a mola de ancoragem deve ser utilizada no cálculo, a mola de ancoragem é modificada pelo coeficiente β, pelo que o utilizador deve utilizar um dos tipos de ancoragem disponíveis ao definir as condições de início e fim da armadura.</p>"
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"value": "<h3>Betão - Resistência</h3>\n<p>O modelo de betão implementado para o cálculo da resistência no CSFM baseia-se na curva tensão-deformação parabólica-plástica para o betão baseada na curva tensão-deformação parabólica da Portland CementAssociation descrita nas Notas da PCA sobre os requisitos do código de construção ACI 318-99 para betão estrutural, Figura 6-8. A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad O diagrama tensão-deformação do betão para análise de resistência}}}\\]</em></p>\n<p>A implementação do CSFM no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão à compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εc0</sub> no valor máximo de 5%, enquanto o ACI 318-19 Cl. 22.2.2.1 assume uma deformação final inferior a 0,3%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a resistência é corretamente prevista quando se considera o aumento da fragilidade do betão à medida que a sua resistência aumenta, através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>em que:</p>\n<p><sub>α1</sub> é o fator de redução da resistência à compressão do betão definido no ACI 318-19 Cl. 22.2.2.4.1. Quando se utiliza um diagrama tensão-deformação parábola-retângulo, é necessário reduzir a tensão de compressão máxima por este fator. Isto faz com que a distribuição de tensões na zona de compressão seja a média, de modo a que a resistência à compressão resultante seja menor ou igual à resistência à compressão calculada utilizando um diagrama tensão-deformação com um ramo plástico decrescente<em>.</em></p>\n<p><em>Φc</em><em><sub>é </sub></em>o fator de redução da resistência do betão. O valor por defeito é definido de acordo com a Tabela 24.2.1 (b)(f) do ACI 318-19.</p>\n<p><em>f'</em><em><sub>c</sub></em> é a resistência do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Considera-se um diagrama tensão-deformação perfeitamente elasto-plástico com um ponto de cedência definido para a armadura sem pré-esforço. Ver ACI 319-19 CL. 20.2.1. A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas - resistência e módulo de elasticidade.</p>\n<p>O diagrama tensão-deformação da armadura também pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de rigidez à tração.</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42 \\qquad Diagrama tensão-deformação do reforço}}}\\]</em></p>\n<p>onde:</p>\n<p><em>Φs</em><em><sub>é </sub></em>o fator de redução de resistência para o reforço. Onde o valor predefinido é definido de acordo com a Tabela 24.2.1 do ACI 318-19.</p>\n<p><em><sub>fy</sub></em> é a tensão de cedência da armadura</p>\n<p><em><sub>Es</sub></em> módulo de elasticidade da armadura</p>\n<p>10% é selecionado como a deformação limite na qual o cálculo é interrompido. Este valor é considerado seguro com base no artigo 7 da norma ASTM A955/A955M-20c.</p>\n<p>A rigidez à tração (Fig. 43) é contabilizada automaticamente através da modificação da relação tensão-deformação de entrada do varão de reforço nu, de modo a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p><br></p>\n<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h1>Structural design of concrete discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#design-tools-for-reinforcement\">Design tools for reinforcement</a></p>\n<h2>Analysis model of IDEA StatiCa Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n<a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n<a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n<a href=\"#finite-element-types\">Finite element types</a><br>\n<a href=\"#meshing\">Meshing</a><br>\n<a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n<a href=\"#presentation-of-results\">Presentation of results</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states-and-crack-width-calculation\">Limit states, crack width calculation, and Tension stiffening</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-en\">Material models (EN)</a><br>\n- <a href=\"#safety-factors\">Safety factors</a><br>\n- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n- <a href=\"#partially-loaded-areas\">Partially loaded areas (PLA)<br>\n</a>- <a href=\"#serviceability-limit-state-analysis\">Serviceability limit state analysis</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-aci\">Material models (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a><br>\n- <a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\">Bearing and anchorage zones - Partially loaded areas<br>\n</a>- <a href=\"#serviceability-verifications\">Serviceability verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-aus\">Material models (AUS)</a><br>\n- <a href=\"#stress-reduction-and-load-factors\">Stress reduction and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a><a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\"><br>\n</a>- <a href=\"#serviceability-checks\">Serviceability checks</a></p>\n<p><br></p>\n<p><a href=\"#prestressing-in-detail-model-description\">Prestressing in Detail - Model description</a></p>\n<p><br></p>\n<h1>Introduction to the CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e49a18d3_27e8_019b_eba3_65063bb594c2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c86c543f_3b21_01e3_bff1_67d7962ff523\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n57a4812b_a0a0_01a0_4c2c_553304acad7e\"></object>\n<h1><br></h1>\n<h1>Analysis model of IDEA StatiCa Detail</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n74d0024f_d938_019c_aad5_614c9ce53be1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general___finite_e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bc913c01_15a1_016c_f226_e7b1efa4cf0c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n359667de_5a59_0171_aa77_53fc1ab66f13\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n89b859bf_4dd6_01d3_b6ed_5ed3d99108a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2d8eb39_c569_01f4_ab99_1cc2eb12eca0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___finite_element_typ\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43735c90_43fa_0140_a813_ef8d1d1ec26e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e5110320_3e70_0182_6411_9a32a51ca04d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eba0afe_d078_0158_e878_829fb7dea3c2\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b2330c4f_9095_0147_d88d_740d54fa1cd5\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Eurocode</h1>\n<p>Assessment of the structure using 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.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fd27e424_850f_0161_9ca1_1628abf23729\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n42b5158b_2e6e_01fc_2be7_c94511681d26\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d26ec589_f86b_016e_b63d_81a26568bcef\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n474a1f83_1818_0143_4a62_5e6efabf1e75\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eab8217_160a_011a_5401_26ccf6d9d2b1\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to ACI 318-19</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>CSFM is in accordance with ACI 318-19, chapter 6.8.1.1. In order for the CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2255550_3131_0169_9696_ef5264f6bc37\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43a7cf88_b42e_01b1_e683_394a5601b9fc\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n409e2543_c691_0120_9d2b_4ef7d4601f79\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0660c3e2_725d_01a9_0ca9_9e0ead044d0f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c6e3c1b1_9373_0150_502e_af77397ecd6e\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Australian standard AS 3600 (2018)</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6. </p>\n<p>The analysis by CSFM takes into account all relevant non-linear and inelastic effects (except shrinkage) defined in 6.6.3. </p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days <em>f'</em><em><sub>c</sub></em> is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d025294b_107f_0192_e99e_db636ef9d8c3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9a945260_0590_01e7_9874_b9955afa56c4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f676ef5_04ff_012d_0f70_87de68bd0052\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ef1c1682_e40a_0171_bc00_2d379ffe2d41\"></object>\n<h1><br></h1>\n<h1>Prestressing - model description</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fb927016_9a3d_01e5_5ae8_4a2f55fd08cd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2ebd4911_d551_0184_1cae_5d39c32e0037\"></object>\n<h1><br></h1>\n<h1>References</h1>\n<p>ACI Committee 318. 2019. <em>Building Code Requirements for Structural Concrete (ACI 318-19) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova. 2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst & Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&genre=book&isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Standards Australia. 2018. <em>Concrete Structures (AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Standards Australia. 2022. <em>Concrete Structures – Commentary (Supplement 1 to AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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"value": "<h1>Dimensionamento estrutural de descontinuidades 3D de betão no IDEA StatiCa Detail</h1>\n<h2>Introdução ao método 3D CSFM</h2>\n<p><a href=\"#general-introduction\">Introdução geral para o dimensionamento estrutural de detalhes 3D de betão</a><br><a href=\"#main-assumptions-and-limitations\">Principais hipóteses e limitações</a><br><a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Implementação da teoria da plasticidade de Mohr-Coulomb no CSFM</a><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">3D</a><br><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">Hipóteses de mecânica geral para o CSFM 3D</a></p>\n<h2>Modelo de análise do IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introdução à implementação de elementos finitos</a><br><a href=\"#finite-element-types\">Tipos de elementos finitos</a><br><a href=\"#load-transfer-devices\">Dispositivos de transferência de carga</a><br><a 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href=\"#strength-reduction-and-load-factors\">Redução da resistência e factores de carga</a><br>- Verificações <a href=\"#strength-verifications\">de resistência</a></p>\n<h1>Introdução ao método CSFM 3D</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3c784fa4_ef4d_014c_5c9c_35ca3a9fe9b3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17aca1ee_f85b_01d8_591a_961a87f02078\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___main_assumption\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cc15fa6a_aebf_0193_d90b_2315f5865e6e\"></object>\n<object 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data-codename=\"theoretical_background_3d_detail___ultimate_limit_\"></object>\n<h1>Verificações estruturais de acordo com ACI 318-19</h1>\n<p>O CSFM 3D está em conformidade com o ACI 318-19, capítulo 6.8.1.1. Para que o CSFM 3D cumpra os requisitos da secção 6.8.1.2 do ACI 318-19, foram efectuados muitos testes de verificação em várias universidades. Os artigos individuais que resumem os resultados da verificação e validação podem ser encontrados na seguinte hiperligação.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Detalhe 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n06603a22_b57b_0147_d32e_b4f9436486e2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1e58559_cf50_01ba_d632_23b450d07cde\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4967f7b6_e74f_01b2_6b52_452dccbaa54f\"></object>\n<h2>Verificações e validações</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Pormenor 3D</a></li>\n</ul>\n<h3>Referências</h3>\n<ol>\n <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determinação dos parâmetros de Mohr-Coulomb a partir de critérios de resistência não lineares para taludes 3D. <em>Math. Probl. Eng.</em> <strong>2019</strong>, 6927654.</li>\n <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determinação dos parâmetros de material de Mohr-Coulomb para concreto sob teste de tração indireta. <em>Tech. Gaz.</em> <strong>2019</strong>, <em>26</em>, 412-419.</li>\n <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modelo de material Mohr-Coulomb-Rankine modificado para concreto. <em>eng. Comput.</em> <strong>2011</strong>, <em>28</em>, 853-887.</li>\n <li>Fan, Q.; Gu, SC; Wang, BN; Huang, RB Critério de Força Parabólica de Mohr de Dois Parâmetros Aplicado para Analisar os Resultados do Teste Brasileiro. <em>Aplicar. Mech. Mater.</em> <strong>2014</strong>, <em>624</em>, 630-634.</li>\n</ol>"
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"value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>. </p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation. </p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D. </p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks. </p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. </p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete). </p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -> Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has <strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation. </p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block </h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically. </p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner. </p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met. </p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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"value": "<p>Detail 3D is essentially an extension of the current established IDEA StatiCa Detail application. It adds a new Model type 3D and with this comes the implementation of a method for calculating stress fields in 3D space called 3D CSFM. Calculations and checks are implemented for the Ultimate Limit State.</p>\n<p>Before going into the description of the functionalities of Detail 3D it will be good to point out the existence of Theoretical background, where you can read more technical details about the individual model entities and the calculations themselves.</p>\n<ul>\n <li><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>IDEA StatiCa Detail – Structural design of concrete 3D discontinuities</strong></a></li>\n</ul>\n<p>In the first step, the user can select a new Model type on the initial screen (in the wizard), where several templates are available, and of course, the option to enter a model from scratch.</p>\n<figure data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b625d4c-9842-4ccc-b10b-89a82bceb111/3D%20Detail%20in%2024.1_1.png\" data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" alt=\"\"></figure>\n<p>As for 2D models, you can edit the Initial settings in the right part, such as Design code, Materials, and Concrete cover.</p>\n<p>After creating a blank model or a model from a template, options familiar to the 2D modeling environment are available.</p>\n<p>Options for working with multiple Project items can be found in the top ribbon, as well as the now standard Undo/Redo buttons, Labels view options, Gallery controls, calculation settings, and template management controls.</p>\n<figure data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d987045a-993e-403c-b17c-e48903b0005a/3D%20Detail%20in%2024.1_3.png\" data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" alt=\"\"></figure>\n<p>It also initializes the tree, whose first item, called by default DRM1, contains the default settings for the actual Project Item. Above the tree, you can find tools for manipulating the model.</p>\n<figure data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3381341d-56a3-49bf-b78c-dff47f501a72/3D%20Detail%20in%2024.1_4.png\" data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" alt=\"\"></figure>"
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"value": "<p>Bond strength property of a Single anchor in <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">Detail 3D</a> is the <strong>design value</strong> of bond resistance of Adhesive (post-installed) anchor. It is a crucial parameter for anchoring design in Detail 3D.</p>\n<figure data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e158ca5-a37c-4b95-87d0-1ca92deb6930/bond%20strength%2001.png\" data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" alt=\"\"></figure>\n<p>In terms of EN 1992-4, we can define design bond resistence as τ<sub>Rd</sub> = τ<sub>Rk</sub> /γ<sub>Mp</sub> </p>\n<p>γ<sub>Mp</sub> is partial safety factor defined by table 4.1 in EN 1992-4</p>\n<p>γ<sub>Mp</sub> = γ<sub>Mc</sub> = γ<sub>c</sub> ⋅ γ<sub>inst</sub></p>\n<p>γ<sub>c </sub>= 1.5</p>\n<p><strong>γ</strong><strong><sub>inst </sub></strong>- factor accounting for the sensitivity to installation of post-installed fasteners. Can be found in relevant European Technical Product Specification for the specific product.</p>\n<p><strong>τ</strong><strong><sub>Rk</sub></strong> - is characteristic bond resistance of a post-installed bonded fastener. Depending on concrete strength class, and state of the concrete – cracked vs. uncracked. It can be found in certificate for injection mortar, for example ETA – European Technical Assesment.</p>\n<h3>Eurocode Example</h3>\n<p>Lets have post-installed bonded anchor made from M12 threaded bar and mortar Hilti HIT-HY 200-A V3. The hole is hammer-drilled. The anchor is installed in dry conditions into cracked C20/25 concrete. Design life is 50 years.</p>\n<p>At first we need to go to HIT-HY 200-A product web page <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549\">here</a>. We are looking for ETA document. Go to <strong>Technical data</strong> section of the page and open PDF document Technical data sheet for Hilti HIT-HY 200-A-R-V3 steel to concrete injectable mortar, English.</p>\n<figure data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/72b094a7-1c3f-4a8f-bc98-83572e478dc3/bond%20strength%2002.png\" data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" alt=\"\"></figure>\n<p>On page 3 of the document, you can find links to relevant ETA documents.</p>\n<figure data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111f3094-dc91-4b09-afff-0f1717fe7398/bond%20strength%2003.png\" data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" alt=\"\"></figure>\n<p>Open ETA-19/0601 linked in the first row of the table, which is relevant for us.</p>\n<figure data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23985608-cbd8-4b50-bb68-082641b12984/bond%20strength%2004.png\" data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" alt=\"\"></figure>\n<p>In table C1 of this document, you can find data for <strong>τ</strong><strong><sub>Rk</sub></strong> - characteristic bond resistance. Conservatively for temperature range II, in our case τ<sub>Rk</sub> = 8.0 MPa.</p>\n<figure data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3aabe16c-9075-4675-b1a4-4ea7e1f6a14b/bond%20strength%2005.png\" data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" alt=\"\"></figure>\n<p>In table C1 of the document, you can also find relevant γ<sub>inst </sub>values. In our case γ<sub>inst</sub> = 1.0.</p>\n<figure data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/83351d45-a532-4f48-8783-a69ef1b28ba1/bond%20strength%2006.png\" data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" alt=\"\"></figure>\n<p>The final value of design bond strength is τ<sub>Rd</sub> = 8.0 /(1.5x1.0) = 5.3 MPa. </p>\n<h3>ACI EXAMPLE</h3>\n<p>When using ACI, you can follow a similar process, for instance, Hilti HY200, go to their <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549?activeTab=preconfigured-kits-tabs\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">website</a>. Find the product technical guide and open the PDF, The approvals are shown on the second page: </p>\n<figure data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b05347e-cf65-432d-882d-c65ddb495457/Picture1.png\" data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" alt=\"\"></figure>\n<p>Then, we can open the selected ESR: <a href=\"https://icc-es.org/report-listing/esr-4868/\">https://icc-es.org/report-listing/esr-4868/</a></p>\n<p>The bond strength tables are in the document. They are presented as a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions. </p>\n<p>The resulting characteristic bond strength shall be multiplied by the associated <strong>strength reduction factor</strong>, and the bond strength may also be made for increased concrete compressive strength as noted in the <strong>footnotes</strong> to the bond strength tables. </p>\n<p>Once you find the correct table, select the characteristic bond strength in cracked concrete, which is due to the principles of the Detail app, where the strength in tension is neglected. </p>\n<figure data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95261489-f2e9-4d04-ba7e-c1eae43bbe7f/2025-07-15_13-19-36.PNG\" data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" alt=\"Table 13 Bond strength design information \"></figure>\n<ul>\n <li>τ<sub>Rk</sub>=840 psi</li>\n <li>φd=0.65</li>\n <li>Concrete increase factor for a f'c=4000 psi= 1.0481</li>\n <li>IDEA StatiCa bond strength input = 0.65*1.0481*840psi= 572.26 psi</li>\n</ul>\n<p>The bond strength should be input from technical data sheets; do not consider the values we have by default.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n138cb282_2119_0146_0e7d_e1319f1f20fa\"></object>"
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"value": "<p>Anchoring in a plain concrete block can be modeled and code-checked in IDEA StatiCa Connection. Sometimes, it could be useful or necessary to reinforce the concrete block. Although, this capability isn't available within the Connection app, we have 3D Detail. 3D Detail is focused on solving anchoring into concrete blocks and analysis of both the anchoring elements and the concrete block itself. Moreover, a direct link is implemented between the Connection and Detail applications to simplify the process.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Connection users who design <strong>anchoring according to Eurocode</strong> can <strong>import their model from Connection to the advanced 3D Detail by one button click</strong>.</p>\n<h3>How does it work?</h3>\n<ul>\n <li>Import is allowed just for anchoring. If there is no concrete block in the Connection model, the export to Detail is disabled (\"RC check\").</li>\n <li>The model in Connection has to be calculated. If results are not available, the export icon (\"RC check\") is disabled.</li>\n <li>Only one concrete block for the import/export is allowed.</li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>The connection is imported, including </h3>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">Adhesive</a>/Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook</li>\n <li>Friction coefficient</li>\n</ul>\n<h3>How to export anchoring from Connection to Detail</h3>\n<p>First, create a model of anchoring in Connection according to Eurocode and click the Calculate button.</p>\n<p>When results exist, export of footing is enabled. By clicking the button \"<strong>RC Check</strong>\" in the ribbon, a dialog asking for the location and the name of the newly created Detail file appears.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>After a successful export, the project in Detail is created. The geometry of the concrete block and the base plate, the position and properties of anchors, and the load are automatically transferred to Detail. Surface support placed at the bottom surface of the concrete block is automatically created.</p>\n<p>The most tricky part of this process is the import of the load. For every calculated load effect in Connection, the corresponding load case and the ULS combination are automatically created in Detail.</p>\n<ul>\n <li>The base plate is loaded by <strong>forces in welds,</strong> which are modeled as a <strong>Group of forces. </strong>For the loading of the base plate itself, the imported loading is represented by a group of forces following the stresses in welds between the base plate and steel members in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n <li>Anchors are modeled and loaded independently from the base plate, and they are axially loaded by point loads. The loading of anchors is represented in the scene by a double of arrows in opposite directions. One arrow represents the tension force acting only on the top of the anchor. The other one represents the compression force acting on the base plate. </li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>The Checkbox \"Transfer of axial forces\" is unticked by default as the anchors are loaded by forces directly. </p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n <li>Shear is transferred according to the setting in Connection by one of the options – anchors, shear lugs, or friction. 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"value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated. </p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot. </p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n <li>International design standard (code) </li>\n <li>Profile type and material </li>\n <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n <li>Only connections with 1 member (simple footings)\n <ul>\n <li>Only steel-to-concrete anchoring</li>\n <li>No complex design (footing with braces)</li>\n </ul>\n </li>\n <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>IDEA StatiCa is a tool for solving complex 3D tasks and is fully verified for anchoring in concrete blocks. This solution allows you to perform designs without oversimplifications and provides checks based on the Ultimate Limit State (ULS). Thus, we have a tool to capture all types of <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">concrete failures</a> for footing. Together with IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> for anchorage verification, we offer a comprehensive package for everyone dealing with steel-to-concrete connections.</p>\n<p>Enhanced shear transfer, improved results, and simplified integration between <strong>IDEA StatiCa Connection</strong> and <strong>IDEA StatiCa Detail</strong>, along with the verifications, means the solution is now fully capable of handling real, practical examples of any kind of anchoring. </p>\n<h3>What are some key improvements compared to the BETA version?</h3>\n<ul>\n <li><strong>Shear transferring devices:</strong> Fundamental entities that enable the general design of all types of anchoring <strong>(Anchors, Shear lugs, and Friction)</strong>. There are all types corresponding to the options in IDEA StatiCa Connection, allowing smooth import. Read the separate release note dedicated to <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transferring devices.</a></li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n <li><strong>Result Sections</strong>: As part of the improvements for a better understanding of the results, Detail provides the opportunity to see the actual behavior of the structure. Read the separate release note: <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n <li><strong>Full Connection export with new entities: </strong>The import is possible, including all information about materials, types of anchors, and their end treatments. Read the separate release note: <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Import of anchoring from Connection to Detail</a></li>\n <li><strong>Working Grid Plane</strong>: There is a new grid to help surface identification during modeling, reinforcement, creating sections, etc. Read the separate release note: <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Modelling improvement - Grids and Self-weight</a></li>\n <li><strong>Self-weight:</strong> The application includes another load type, self-weight. It is automatically calculated based on the dimensions and the selected material. </li>\n <li><strong>Refined mesh around anchors:</strong> The mesh around the anchors has been locally refined for accurate results. This setting cannot be changed. The mesh is generated automatically.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Comprehensive functionality description of 3D Detail.</a></p>\n<p><em>Note: Currently for Eurocode (EN) only.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17664d22_8237_0160_ba3e_adce2e7403ca\"></object>\n<h3>Known limitations for Detail 3D</h3>\n<p>Since Detail is just a tool that cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the limitations that must be taken into account:</p>\n<ul>\n <li>The solution is suitable only <strong>for reinforced concrete.</strong></li>\n <li>The application provides<strong> ULS checks</strong> according to EN.</li>\n <li><strong>Only one concrete block</strong> is supported in Detail.</li>\n <li>In Detail, the anchors are only checked for tensile strength. It is necessary to <strong>use Connection for shear and interaction checks</strong>.</li>\n <li>Only models <strong>anchored via the base plate</strong> and <strong>only Direct contact </strong>can be imported to Detail (from Connection). </li>\n <li><strong>Imported loads and user-input loads cannot be combined within one model.</strong></li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article: <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>Verifications</h3>\n<p>We emphasize once again that although Detail 3D is a general solution for modeling any detail, we verify examples step by step. The current focus is mainly on verifying functionalities related to <a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">anchoring</a>. See the overview of what are possible use cases and plans for further development below:</p>\n<table><tbody>\n <tr><td><strong>Use-case</strong></td><td><strong>Functionality ready</strong></td><td><strong>Verification provided</strong></td><td><strong>Verification in version</strong></td></tr>\n <tr><td>Footings of steel columns</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General anchorings of steel members <br>\n(beams, bracings, lifting lugs...)</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General use of the Detail 3D for other cases (Pile caps, Pier caps, etc.)</td><td><p>YES</p>\n<p><br></p>\n</td><td>NO</td><td><p>in development</p>\n<p><br></p>\n</td></tr>\n <tr><td>Wall model type</td><td>NO</td><td>NO</td><td>in development</td></tr>\n</tbody></table>\n<p><br></p>\n<p>We continuously update and add new <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&label=detail_3d\">verifications for 3D Detail</a>, where we verify the functionality and the assumptions. For a deeper understanding of the method, read the comprehensive <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>, which includes the main assumptions, a description of the material model, and more.</p>\n<p>Released in IDEA StatiCa version 24.1</p>"
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"value": "<p>The Eurocode specifies several methods of failure of anchors and concrete footings and further divides them according to the loading type. In <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, we have been able to assess the anchors up to now, but with some limitations, assessments had to be done manually. </p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>At the same time, reinforcement for concrete blocks was impossible to account for. This is now changing with IDEA StatiCa Detail 3D, which adds more possibilities. IDEA StatiCa Detail 3D does not offer assessments as we are used to in the standard that defines them for plain concrete. However, with FE analysis, we can verify that reinforced concrete will satisfy the specified load, and here, it will <strong>prevent the failure of the concrete, which would correspond</strong> to those conditions. The apps work independently and can be used separately, but thanks to the <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">link between Connection and Detail</a>, it is also possible to use Detail only as a supplementary calculation. </p>\n<p>Now, let's go through the Eurocode conditions one by one and the possibilities the applications offer us. </p>\n<h2>Tensile force</h2>\n<p>Eurocode divides the first type of load (<strong>tensile force</strong>) into 6 possible cases of anchor or concrete block failure (a, b, c, d, e, f) and two more for reinforced footings (g, h). </p>\n<p>The figure below schematically shows which type of failure you can assess with the Connection app and what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.1) for anchor design <strong>(CBFEM)</strong>, while IDEA StatiCa Detail is based completely on the finite element method <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Some assessment options are, therefore, overlapping in both applications, but always with a different method. </p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>By the nature of the methods implemented in the software, only plain concrete can be considered in Connection, while <strong>only reinforced concrete footing can be considered in Detail</strong>. </p>\n<figure data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b6dc14ff-0803-4a93-a913-771822b326de/Anchoring%20in%20Detail%203D%20-%20Tension.png\" data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" alt=\"\"></figure>\n<p>The main assumptions and limitations of the analysis for the IDEA StatiCa Detail 3D are mentioned in the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations</a>. </p>\n<h4>a) Steel failure </h4>\n<p>Steel failure of<strong> tension-loaded</strong> anchors alone is verified in both applications. Anchor tensile resistance is checked in Connection according to the following formula:</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>In Detail, the anchors are checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. </p>\n<figure data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8adc76b4-1d26-4f8a-a12a-43914b057c9a/Project%20settings.png\" data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\" alt=\"\"></figure>\n<p>In older versions, the anchors are checked like regular reinforcement bars, based on the stress–strain diagrams defined for particular materials, while using the value of limit strain maximally 5% (calculated based on tension stiffening effect read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>)</p>\n<h4>b) Concrete cone failure </h4>\n<p>Concrete cone failure can be verified in Connection. However, at Connection, the app can only consider <strong>plain concrete</strong>. </p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Therefore, in case the concrete cone fails, it is appropriate to proceed to IDEA StatiCa Detail, where an analysis of the entire reinforced block is provided. The tensile strength of the concrete is conservatively neglected, which means the bearing capacity for cone failure is, to a considerable extent, determined by the specified amount of reinforcement. In the picture below, you can see the <strong>directions of the principal stresses</strong> that indicate the shape of the cone mentioned above. In the right part, you can see the values of the concrete stresses, which are assessed with the limit values. </p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4> c) Pull-out failure</h4>\n<p>This code-check is in Connection only for certain cases (see the first picture in this article). An additional assessment is necessary for post-installed mechanical anchors. </p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>In Detail, it is possible to set up so-called <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">adhesive anchors</a> and specify the design bond strength according to their technical parameters. The anchors will then be verified based on these parameters. (Applicable only for reinforced concrete.)</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Combined pull-out and concrete failure of bonded fasteners</h4>\n<p>This failure can only be detected in Detail, where the concrete stresses and the anchorage areas are assessed using 3D CSFM. The Combined pull-out and concrete failure mechanism is in Detail based on principles defined above, and its assessment is part of the concrete strength and anchorage check. (Applicable only for reinforced concrete.)</p>\n<h4>e) Concrete splitting failure</h4>\n<p>It is not possible to assess in Connection. For Detail, Splitting failure is usually a problem of plain concrete, where the use of reinforcement prevents it from occurring. At the same time, it is possible to see the stresses and strains of both the reinforcement under compression or tension and the concrete under compression in the Detail app. </p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Concrete blow-out failure </h4>\n<p>For plain concrete, empirical code-check according to Eurocode in Connection is possible. </p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>For reinforced structural members, it is possible to use Detail. Concrete blow-out failure is covered in the concrete strength analysis. Where the tensile stresses are transferred only by the reinforcement (as mentioned several times above).</p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel failure of reinforcement and anchorage failure of reinforcement is part of the reinforcement assessment in Detail. </p>\n<p><strong>g) Steel failure of reinforcement</strong></p>\n<p><strong>h) Anchorage failure of reinforcement</strong></p>\n<h2>Shear load</h2>\n<p>Eurocode divides the second type of load (<strong>shear force</strong>) into 4 possible cases of anchor or concrete block failure (a, b, c, d) and two more for reinforced footings (e, f). </p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>The figure below shows <strong>schematically</strong> which type of failure you can assess with the Connection app and also what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.2) <strong>for anchor design </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a><strong>.</strong> All types of failure caused by shear force can be covered in the Connection app. </p>\n<figure data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0383712-82f9-48f8-9dbc-17b6eac2b66a/Anchoring%20in%20Detail%203D%20-%20Shear.png\" data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" alt=\"\"></figure>\n<p>In the IDEA StatiCa Detail 3D, shear can be transferred by friction, anchors or shear lug. It is important to say that only the footing is assessed. Other steel parts (e.g. shear lug, welds) need to be checked in Connection or somewhere else. Again, it must be emphasized that only reinforced concrete is required.</p>\n<h4>a) Steel failure without lever arm</h4>\n<p>Steel failure without the lever arm of shear-loaded anchors is verified in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>In Detail, the anchors are again checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. The assessment is not possible in Detail for older versions.</p>\n<h4>b) Steel failure with lever arm</h4>\n<p>Steel failure with the lever arm of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>The assessment is not possible in Detail.</p>\n<h4>c) Concrete pry-out failure</h4>\n<p>Concrete pry-out failure of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>The shear capacity of the concrete through the base plate is then assessed in the Detail application. </p>\n<h4>d) Concrete edge failure</h4>\n<p>Concrete edge failure of shear-loaded anchors is verified in Connection only for plain concrete. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>Concrete edge failure can be checked in the Detail (reinforced concrete only). </p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel and anchorage failure of reinforcement is part of the reinforcement assessment in IDEA StatiCa Detail. </p>\n<p><strong>e) Steel failure of supplementary reinforcement</strong></p>\n<p><strong>f) Anchorage failure of supplementary reinforcement</strong></p>\n<h2>Conclusion</h2>\n<p>The most significant advantage can be found in examples such as anchoring close to an edge and other cases where plain concrete does not meet the required load. Note that, anchors and shear lugs need to be further assessed in Connection, but together, these two software tools provide a comprehensive solution.</p>\n<p>Due to the method and the way the application is designed, the <strong>Detail application is only suitable for reinforced footings.</strong> </p>\n<p><br></p>"
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"value": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<p>Next to the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights in version 24.1</a>, read the full list of the new functionality:</p>\n<h2>Concrete Design</h2>\n<p><strong>Detail 3D (Eurocode only)</strong></p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Full Connection export with new entities</a></li>\n <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a> – Sections, Stress check</li>\n <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" 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data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Multiselect and multiedit in Connection</a></li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Fast app response with quick cancel of calculations</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/project-item-and-material-management#buckling-in-every-project\">Buckling calculations in the backstage menu</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Theoretical-background-in-Report-updated\">Theoretical Background in the report</a> in Italian and Portuguese</li>\n <li><a href=\"https://www.ideastatica.com/support-center/how-to-import-a-plate-from-dxf#Smooth-import-of-plate-shape-from-dxf\">Smooth import of plate shape from DXF</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\">Enhanced parametric design templates</a></li>\n 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"codename": "rn_23_1__packing_plate__filler_plate__recognition",
"linkId": "1148f543-3884-4985-b774-b8cc13147689",
"urlSlug": "filler-plate-packing-plate-recognition",
"type": "support_center_article"
},
{
"codename": "rn_23_0__detailing_improvements_for_bolts_and_weld",
"linkId": "5f4c7d1f-5145-4fa0-a9bf-535808187857",
"urlSlug": "detailing-improvements-for-bolts-and-welds-in-eurocode",
"type": "support_center_article"
},
{
"codename": "rn_23_1__notes_in_report_about_not_performed_check",
"linkId": "26962c6a-7395-4994-b91c-2f02923d157f",
"urlSlug": "limitations-to-checks-of-anchors",
"type": "support_center_article"
},
{
"codename": "rn_23_1__detailed_calculation_of_connection_design",
"linkId": "2cc695f0-16cc-40cf-87c4-c5f8c4ca6605",
"urlSlug": "detailed-calculation-of-connection-design-material-values-displayed-for-plates",
"type": "support_center_article"
},
{
"codename": "rn_23_1__singularity_detection_in_member",
"linkId": "e9a04b3d-e2e6-4408-b09d-8403b233380f",
"urlSlug": "singularity-detection-in-member",
"type": "support_center_article"
},
{
"codename": "rcs___interaction_code_check_improvements",
"linkId": "808008d4-d25a-403f-a4cd-ed61e1c71203",
"urlSlug": "interaction-code-check-advancements-in-rcs",
"type": "support_center_article"
},
{
"codename": "rn_23_1__release_notes_idea_statica_23_1",
"linkId": "068f049a-e99f-4d33-9148-692c33fad018",
"urlSlug": "release-notes-idea-statica-23-1",
"type": "support_center_article"
},
{
"codename": "rn_23_0__prequalified_joints__aisc_",
"linkId": "b43e9a21-f95d-40c7-96be-62c96573bc3b",
"urlSlug": "qualification-checks-of-seismic-prequalified-connections-for-aisc",
"type": "support_center_article"
},
{
"codename": "rn_23_0__standards_implementation",
"linkId": "20bea177-2a2e-4326-adb2-82c7e021cae7",
"urlSlug": "update-of-ansi-aisc-360-22-csa-s16-19-standards-and-taiwan-sections",
"type": "support_center_article"
},
{
"codename": "rn_23_0__template__copy_",
"linkId": "d4c5223a-47bd-4c4a-b3cf-041381232705",
"urlSlug": "calculation-of-anchors-with-stand-off",
"type": "support_center_article"
},
{
"codename": "rn_23_0__eurocode_refactoring",
"linkId": "1fa719d0-2d65-42bb-b892-7b1bdb540d77",
"urlSlug": "eurocode-updates-to-thin-walled-members-and-anchors",
"type": "support_center_article"
},
{
"codename": "rn_23_0__edge_indexing_improvement_in_member",
"linkId": "ae8ec5d5-7aff-4dc1-9e94-a414912414c1",
"urlSlug": "edge-indexing-in-member-and-connection-models",
"type": "support_center_article"
},
{
"codename": "rn_22_1__template__copy__f1af162",
"linkId": "f1af1623-b7a3-4b77-8562-18cddae30194",
"urlSlug": "calculate-load-extremes",
"type": "support_center_article"
},
{
"codename": "rn_23_0__limited_stress_check_feature_in_detail",
"linkId": "77cd8496-7dd0-44e8-8153-3f7498958c0c",
"urlSlug": "limited-stress-check-feature-in-detail",
"type": "support_center_article"
},
{
"codename": "rn_23_0__implementation_of_long_term_losses_in_det",
"linkId": "11765fc5-842e-4fe5-afed-c54104da47d5",
"urlSlug": "implementation-of-long-term-losses-in-detail",
"type": "support_center_article"
},
{
"codename": "rn_23_0__improvements_for_aci_318_19_in_detail",
"linkId": "b2f21cdf-2d85-4815-ad24-fbe41ac65093",
"urlSlug": "improvements-for-aci-318-19-in-detail",
"type": "support_center_article"
},
{
"codename": "rn_23_0__imperial_rounding_improvements_in_detail",
"linkId": "358763b8-7373-444f-ab5f-d207d38e281b",
"urlSlug": "imperial-rounding-improvements-in-detail",
"type": "support_center_article"
},
{
"codename": "equivalent_time_for_deflection",
"linkId": "9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e",
"urlSlug": "equivalent-time-for-deflection-evaluation",
"type": "support_center_article"
},
{
"codename": "rn_23_0__enhanced_mesh_in_member__copy_",
"linkId": "fcf88cfa-ef51-4afa-a139-917a5f1f8cbb",
"urlSlug": "triangular-mesh-in-concrete-member",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_23_0",
"linkId": "9a275699-6cf5-48a3-ac7c-1154c4c1331a",
"urlSlug": "release-notes-idea-statica-23-0",
"type": "support_center_article"
},
{
"codename": "rn_22_1_timber_connections__show_angle_to_grains",
"linkId": "eed5a14c-0581-42b1-8a67-7181fb8d4fdf",
"urlSlug": "angle-to-the-grain-of-the-steel-to-timber-connections",
"type": "support_center_article"
},
{
"codename": "rn_22_1__significant_step_to_designing_and_code_ch",
"linkId": "eac075cc-9e8a-4d0b-b678-e94b527863df",
"urlSlug": "gmnia-solver-extended-to-shear-and-torsion-effects",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_22_1",
"linkId": "8136efc3-3a87-48df-9cb2-890edbe4cfb2",
"urlSlug": "release-notes-idea-statica-22-1",
"type": "support_center_article"
},
{
"codename": "rn_22_0__loads_in_equilibrium_by_default",
"linkId": "da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c",
"urlSlug": "loads-in-equilibrium-by-default",
"type": "support_center_article"
},
{
"codename": "rn_22_0__fatigue_improvements",
"linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
"urlSlug": "fatigue-analysis-how-the-results-are-displayed",
"type": "support_center_article"
},
{
"codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
"linkId": "f89307a5-4bac-4632-bb5f-1a2586f199a3",
"urlSlug": "through-bolts-for-hollow-sections-warning",
"type": "support_center_article"
},
{
"codename": "rn22_0__update_of_eccentricity_definition_of_norma",
"linkId": "293fcced-8994-4a81-a805-88267657c66a",
"urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_22_0",
"linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
"urlSlug": "release-notes-idea-statica-22-0",
"type": "support_center_article"
},
{
"codename": "rn_21_1__bearing_type_options_for_bolts",
"linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
"urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
"type": "support_center_article"
},
{
"codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
"linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
"urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
"type": "support_center_article"
},
{
"codename": "rn_21_1__slip_resistance_check_update_according_to",
"linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
"urlSlug": "slip-resistance-check-update-according-to-sp-16",
"type": "support_center_article"
},
{
"codename": "rn_22_0__connection_browser_ii",
"linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
"urlSlug": "company-sets-selection-in-the-connection-browser",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_1",
"linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
"type": "support_center_article"
},
{
"codename": "section_model_view___drawings___sketches____copy_",
"linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
"urlSlug": "updated-cbfem-solver",
"type": "support_center_article"
},
{
"codename": "condensed_elements",
"linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
"urlSlug": "condensed-superelements-invisible-but-essential",
"type": "blog_post"
},
{
"codename": "differences_in_results_between_version_21_and_olde",
"linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
"urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_0_d5c25f3",
"linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
"type": "support_center_article"
},
{
"codename": "rn_20_1__improved_model_of_contacts",
"linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
"urlSlug": "an-improved-model-of-contacts",
"type": "support_center_article"
},
{
"codename": "rn_20_1__butt_welds_upgraded_model",
"linkId": "040fcb75-d544-4d75-bc49-182d150177d7",
"urlSlug": "butt-welds-upgraded-model",
"type": "support_center_article"
},
{
"codename": "rn_20_1__bolt_bearing_distances__en_",
"linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
"urlSlug": "bolt-bearing-distances-for-eurocode",
"type": "support_center_article"
},
{
"codename": "rn_20_1__connecting_plate_eccentricity",
"linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
"urlSlug": "connecting-plate-eccentricity",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20_1",
"linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
"urlSlug": "release-notes-idea-statica-steel-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20_1",
"linkId": "79ff8a70-a79d-483c-8ce8-218a5f43cadc",
"urlSlug": "release-notes-idea-statica-concrete-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20",
"linkId": "4ba1aea8-5819-4504-bfc7-717be84625d1",
"urlSlug": "release-notes-idea-statica-steel-20",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20",
"linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
"urlSlug": "release-notes-idea-statica-concrete-20",
"type": "support_center_article"
}
],
"name": "Content",
"type": "rich_text",
"value": "<h2>Version compatibility</h2>\n<p>IDEA StatiCa software version (e.g., 22.1.3.0789) is described by a number represented by the major version (22), minor version (.1), patch number (.3), and build number (.0789).</p>\n<p>Every major and minor version of IDEA StatiCa applications changes project data and makes it impossible to use in the previous versions. This means if you create or save a project in version 22.1, you can not open it in 22.0.</p>\n<p>However, patches within the same version are compatible, so if you create or save a project in patch 22.1.3, you can still open it in patch 22.1.0.</p>\n<p>The cloud services, such as the <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a>, always generate project files in the latest IDEA StatiCa version and patch released.</p>\n<h2>Opening an old project in a newer version</h2>\n<p>Models designed in older versions of IDEA StatiCa may show differences when you upgrade to the newest version. When upgrading to a newer version of the program, you may encounter some differences associated with opening models created in older versions. </p>\n<p>To get updated, please read the <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">release notes</a> for every major and minor version released, together with patch updates and <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">lists of resolved bugs</a>.</p>\n<p>Below is a list of the most important changes for each new version of the program that may lead to some changes in results:</p>\n<h3>Changes in version 25.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a href=\"https://preview.ideastatica.com/support-center/smooth-results-with-precise-meshing#25-1-CHS-mesh\">Update of the FEM mesh for CHS members</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/updated-cbfem-solver#member-calculation-25-1\">Stepped analysis in Member</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/steel-pins#25-1-pin-buckling\">Buckling calculation of models with pins</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/connection-analysis-0-or-doesn-t-reach-100#warning-big-deformation\">Large deformation warning</a></li>\n</ul>\n<p>CONCRETE</p>\n<p>There were several essential improvements to the underlying analysis model. The anchor mesh has been refined, the bond stiffness has been recalibrated, and the whole system of constraints between anchors and concrete block has been enhanced to better reflect real load-slip behavior. In addition, the contact interaction representing the bearing of anchors against concrete under shear loading has been tuned based on internal research, various studies, and code guidance. Altogether, these refinements improve the realism of the load transfer mechanism, which means that the results may differ from previous versions — typically being more realistic and less conservative, while remaining safe.</p>\n<p>Read the <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">highlights</a> and the <a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\">full list of improvements</a> in Release notes IDEA StatiCa 25.1.</p>\n<h3>Changes in version 25.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Geometrically nonlinear analysis</a> (GMNA)</li>\n <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Weld spreading area</a></li>\n</ul>\n<p>Read the <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">highlights</a> and the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 25.0.</p>\n<h3>Changes in version 24.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes improved</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<p>Read the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights</a> and the <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.1.</p>\n<h3>Changes in version 24.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Out of surface load warning in Member</a> (patch 23.1.1)</li>\n <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Extend the member using the cut operation</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Accurate calculation of the shear resistance of slabs</a> (patch 23.1.2)</li>\n</ul>\n<p>BIM and CLOUD SERVICES</p>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free structural design hub for all supported FEA and CAD</a>, and termination of the free Viewer plugins</li>\n</ul>\n<p>Read the <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">highlights</a> and the <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.0.</p>\n<h3>Changes in version 23.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Welds – autodesign, input, warnings, visualization</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Shear force position input and visualization</a> (since patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Yield strength reduction for high-strength steel hollow sections</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warning for welds and bolts connecting the same plates</a> (since patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Filler plate (packing plate) recognition</a> (since patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detailed calculation of connection design material values displayed in the plates' result table</a></li>\n <li>AISC steel and bolt grade materials for AISC360-22 (since patch 23.0.4)</li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularity detection in Member</a> (since patch 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check advancements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Release notes IDEA StatiCa 23.1</a>.</p>\n<h3>Changes in version 23.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Qualification checks of seismic prequalified connections for AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Update of ANSI/AISC 360-22, CSA S16:19 standards, and Taiwain sections</a> </li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Anchors with stand-off</a> (since patch 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Eurocode updates to thin-walled members and anchors</a></li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Edge indexing in Member and Connection models</a></li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Load Extreme Selection</a> (since patch 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Limited stress check feature in Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementation of long-term losses in Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Improvements for ACI 318-19 in Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Imperial rounding improvements in Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Equivalent time for deflection in Beam</a> (since patch 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Triangular mesh in concrete Member</a></li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check improvements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Release notes IDEA StatiCa 23.0</a>.</p>\n<h3>Changes in version 22.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle to the grain of the steel-to-timber connections</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">GMNIA solver extended to shear and torsion effects</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes IDEA StatiCa 22.1</a>.</p>\n<h3>Changes in version 22.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium by default</a></li>\n <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis - how the results are displayed</a></li>\n <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a></li>\n <li>Connection Lite update</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of eccentricity definition of a normal force for concrete columns according to Eurocode</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Release notes IDEA StatiCa 22.0</a>.</p>\n<h3>Changes in version 21.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts in version 21.1 and onwards</a></li>\n <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</a></li>\n <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP 16</a></li>\n</ul>\n<p>For users of <strong>Template Manager</strong>, use version 21.1 to <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transfer your designs into the new Connection Library</a>.</p>\n<p>Read the full list of improvements in <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Release notes IDEA StatiCa 21.1</a>.</p>\n<h3>Changes in version 21.0</h3>\n<p>The biggest change since version 21.0 is in the analytical model of members in Connection, please read the <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Updated CBFEM solver</a> article, and the <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Condensed superelements - invisible but essential</a> blog post. The impact of the changes is also described in <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Analysis model improvements in IDEA StatiCa version 21.0</a> article.</p>\n<p>Read the full list of improvements in <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Release notes IDEA StatiCa 21.0</a>.</p>\n<h3>Changes in version 20.1</h3>\n<p>Here, we point out articles describing the main differences between the older and newer version.</p>\n<ul>\n <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Improved model of contacts</a></li>\n <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Butt welds upgraded model</a></li>\n <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Bolt bearing distances for Eurocode</a></li>\n <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Connecting plate eccentricity</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Release notes IDEA StatiCa Steel 20.1</a> and <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Release notes IDEA StatiCa Concrete 20.1</a>.</p>\n<h3>Changes in version 20</h3>\n<p><strong>Cleat manufacturing operation refactoring</strong></p>\n<p>In the previous version Cleat manufacturing operation sometimes made L cross-section legs swapped, mostly while the members were rotated along the longitudinal axis. From now on, the L sections are positioned correctly, and the legs orientation is kept the same while introducing rotation to the member. The new mechanism behind is based on the new member positioning (by its LCS coordinates - rather then it's Rotations).</p>\n<p><strong>Local coordinate systems of the members in FEA/CAD applications</strong></p>\n<p>All member entities in FEA/CAD applications are created in a way that their definition axis has the start and the end. These two points are taken as a vector to define the local coordinate system of the member. In each FEA/CAD application project are these data information stored and can be used during the import. We took advantage of that, and it helps to improve the correctness of our BIM link geometry import. On the other hand, it changes the rules of the game, and the user must pay attention to the way how the model is created in FEA/CAD because it has an impact on the CBFEM Connection model also. We recommend to pay attention while importing from FEA/CAD projects into the version 20, the local coordinate system of the members may change the model to and difference compared to the model imported into the previous versions is eminent. </p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"Compatibility of versions\"></figure>\n<p><strong>Member application projects compatibility</strong></p>\n<p>IDEA StatiCa Member application passes through agile development, especially the data storage architecture and the guided user interface. Based on this it's obvious that the projects created in the older versions may not be correctly opened in version 20 or the application may fail to open them. Please be aware of that and excuse IDEA StatiCa for inconvenience. </p>\n<p>Read the full list of improvements in <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Release notes IDEA StatiCa Steel 20.0</a> and <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Release notes IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changes in version 10.1 and older</h3>\n<p>One of the reasons behind the new GUI is that a lot of engineers were saying: „IDEA StatiCa Connection needs to be more error-proof”. These “errors” are usually related to:</p>\n<ul>\n <li>Setting the correct <strong>length of members</strong> – in cases of extremely short or long members, this can hugely influence the results. Since version 9, IDEA StatiCa Connection automatically sets an appropriate length of all members.</li>\n <li><strong>Welds </strong>– stress plastic redistribution is by far the most accurate design method for welds and was introduced in version 7.1. During version 8 – and as a transition period - it was the default method, coexisting with the other evaluation methods. Since version 9, this method is the only option available and the other evaluation methods have been removed, to avoid confusion among the users, as we have seen through our helpdesk. This ensures that all welds in the project are safely designed and complying with the code.</li>\n</ul>\n<p>We have implemented several <strong>control mechanisms</strong> for IDEA StatiCa Connection since version 9.0 – automatic-check when the connection is modeled in a recommend way (singularity check, member lengths, their offsets, …). If the connection is not modeled properly, the calculation is interrupted or an error message is displayed. Please be aware that because of all of these improvements, opening projects from previous versions can lead to a different model geometry that may need some further editing.</p>\n<p>We have also improved <strong>meshing </strong>of hollow sections members – IDEA StatiCa Connection since version 9.0 generates finer meshing on hollow section members which might lead to slightly different results compared to older versions.</p>\n<p>We display the compatibility warning on each opening of a project from the older versions:</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"Compatibility of versions\"></figure>"
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"value": "<h2>Version 24.1 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n00bd5b5a_ebfa_011d_7f79_d5340b337f26\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<h2>Concrete Design</h2>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail is verified</strong></a> and ready for the structural design of <strong>anchoring in 3D</strong> while taking into account the <strong>real reinforcement, </strong>solving the task of<strong> </strong>anchors close to concrete edges.</li>\n <li>New<strong> </strong><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>Lateral Torsional Buckling</strong></a> analysis in <strong>Beam app</strong> and <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>SLS combinations</strong></a> in Detail <strong>for precast members design</strong>.</li>\n <li>Ready-made <a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Templates for 2D Detail</strong></a> make the start of modeling process a matter of seconds.</li>\n</ul>\n<h2>Steel Connection Design</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Parametric templates</strong></a> for typical or repetitive steel connections. 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"value": "<h2>1 New project</h2>\n<p>Run the <strong>IDEA StatiCa Connection</strong>. Everything starts on the <strong>Steel</strong> card. </p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Keep default settings</strong> for anchoring topology and step into the app. </p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Design</h2>\n<p><strong>After creating the solution</strong> from the template, to move the footing to the edge, we have to <strong>explode the template to separate operations. </strong></p>\n<figure data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fea954d-3d4b-4484-8cc8-1623c694e003/1.png\" data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" alt=\"\"></figure>\n<p>Let's adjust the baseplate and set <strong>The Shear Force transfer</strong> as<strong> Friction</strong>. </p>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><em>Note: Since the release of </em><em><strong>version 24.1, IDEA StatiCa Detail</strong></em><em> has been out of BETA for </em><em><strong>3D anchoring design</strong></em><em>. With this new version, shear can be transferred through anchors, shear lugs, and friction, too. </em></p>\n<p><strong>Input the internal forces</strong> for biaxially loaded anchoring. The internal forces cause compression stress on the contact between the ground and the concrete block. By default, the concrete block is assumed to be cracked. </p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Check</h2>\n<p><strong>Move</strong> to card,<strong> Check</strong> and <strong>Calculate</strong>. The code check proves the failure mode on the anchors. Let's explore more in detail about it.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Let's explore the potential failures for tension, shear, and mutual interaction according to EN 1992-4. </p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Please review the Detailed Check</strong> <strong>of the Anchors,</strong> as it reveals a nonconformity on the first page. <strong>This will inform you of the code-checks that you need to perform manually or using other methods</strong>, as they are not included in IDEA StatiCa Connection. It is recommended that you take the necessary actions to address this issue.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>Due to the failure of <strong>Anchor Check</strong>: </p>\n<ul>\n <li>The problem is caused by the <strong>Concrete breakout resistance of anchors in tension and shear</strong></li>\n <li><strong>This issue can be easily solved in IDEA StatiCa Detail, powered by the 3D CSFM method</strong>. It helps you overcome the model of plain concrete cracked blocks in IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Export</h2>\n<p>The in-house developed application<strong> IDEA StatiCa Connection now features a powerful BIM link into Detail</strong>, allowing for the design and check of reinforced concrete blocks with multiple combinations.</p>\n<p>Prerequisites for export: </p>\n<ul>\n <li>The model has to be<strong> pre-calculated and the results included</strong></li>\n</ul>\n<p>Go to the card <strong>Check -> RC check -> Save.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>The export is allowed only for anchoring topology. The export allows the transfer of:</p>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: Post installed (Adhesive) /Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook/Headed stud</li>\n <li>Friction coefficient</li>\n</ul>\n<h2>5 Design</h2>\n<p>This section will allow you to modify Members, Supports, Loads&Combinations, and Rebar assembly.</p>\n<h3>Support</h3>\n<p>The ground has some stiffness, which should be considered for precise design. The <strong>Surface Support</strong> enables stiffness in all three directions and is set <strong>as default inactive in tension</strong> (boundary nonlinearity).</p>\n<ul>\n <li>Please be cautious while making assumptions about boundary conditions. In the case of nonlinearity, if the moments are quite high, the concrete block's support in tension may turn over during analysis, causing large rotations. This may lead to a divergent model due to the flexible body motion.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Transfer devices</h3>\n<p>The anchors are taken over from IDEA StatiCa Connection. Two types of anchors can be selected.</p>\n<p>Cast-in-place anchors: </p>\n<ul>\n <li>Pre-installed anchors with the same properties in bond as the reinforcement bars</li>\n</ul>\n<p>Post-installed (Adhesive) anchors:</p>\n<ul>\n <li>Post-installed (chemical anchors) with the option to customise your bond strength based on the actual bond strength.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Pay attention to the correct setting of the <strong>Interconnection with a base plate</strong>. In the case of importing the footing from the Connection application, the <strong>Transfer of axial forces</strong> should be <strong>OFF</strong>, and the <strong>Transfer of shear</strong> should be <strong>ON</strong>. The reason is that the anchors are loaded directly by forces. You can read more about this here.</p>\n<p>If you were to design a footing from scratch in the Detail application, both options would be ON. When transferring shear through anchors, the user must determine which anchors will bear the shear force and select the corresponding checkbox. This aligns with EN requirements, which specify that shear should only be assigned to anchors effective for the concrete edge failure check.</p>\n<h3>Reinforcements</h3>\n<p>Set the concrete cover to 40 mm, which will be used as the default value for the reinforcement.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Select the <strong>Rebar-Assembly(1)-->Group of the bars 3D(2) </strong>and filling out the <strong>Diameter</strong>, <strong>Properties</strong> and <strong>Geometry(3)</strong>. </p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the <strong>Surface</strong>. All the other options are retained. </p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the options below. </p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copy </strong>the operation and change the options below. </p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Loads and combinations</h3>\n<p>Combinations are taken over from IDEA StatiCa Connection. All the consequences of import are mentioned <br>\nin detail in - Import of anchoring from Connection to Detail.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<p>Let's create the <strong>Self-weight:</strong></p>\n<figure data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ae675a-14f5-4777-bb5a-f71dd34b0b1a/10.png\" data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" alt=\"\"></figure>\n<p>Create a combination with Self-weight, and add the coefficient for self-weight = 1.35 according to the codes <br>\nEN 1991-1-1</p>\n<figure data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bfc20268-0bc8-4f33-b60f-d84054bb7d91/10_1.png\" data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" alt=\"\"></figure>\n<h2>6 Check</h2>\n<p><strong>Before running the analysis</strong>, we highly recommend <strong>changing the mesh multiplier</strong> to two or three in order to speed up the calculation. This step is not mandatory, but it can reduce computational time and help detect any divergence issues. <strong>If everything works smoothly and no problems arise, you can switch back to a multiplier of one</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Results</h2>\n<h3>Equivalent Principal Stress</h3>\n<p>The <strong>equivalent principal stress (EPS)</strong> in concrete is determined based on the volume behaviour of the concrete block. The areas that experience the highest load are identified and highlighted. In order to gain insight into the confinement in contrast with uniaxial compression, the equivalent stress is calculated using the kappa factor. More information about equivalent principal stress is enclosed in this article of the theoretical background.</p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Stress in rebars</h3>\n<p><strong>During the Reinforcement Check</strong>, it is critical to note that the anchor close to the corner is maximally utilised. </p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>When displaying the utilisation of reinforcement, the user can clearly see which reinforcement contributes to transferring the load and preventing the concrete cone failure.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Anchorage</h3>\n<p>Double-check the <strong>Anchorage</strong> settings and activate the <strong>Total Force in Anchors</strong>. The forces in the anchors may vary slightly due to the different calculation approaches regarding the concrete block. The differences are not significant, though. </p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Deformations</h3>\n<p>Move to <strong>Auxiliary</strong> and turn on the <strong>Deformation</strong>.</p>\n<p>It is not necessary to perform a deformation check for ULS, but it is highly recommended to check the deformation after analysis to ensure that the model is not experiencing large deformation, large rotation or any finite element is damaged. This will provide an overview of the analysis results and help identify any issues that may have arisen during the analysis.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Report</h2>\n<p>At last, go to the <strong>Report Preview/Print</strong>. 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"value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n <li>Members</li>\n <li>Supports</li>\n <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n <li>Whole surface</li>\n <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff. </p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only. </p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p> The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses. </p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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"value": "<h2>Loading</h2>\n<p>Load cases can be defined in the same way as for 2D reinforced concrete elements. This means that each load case can be assigned either a Permanent or a Variable load type. The Permanent load cases are applied to the model first, and after a successful calculation, the Variable load cases are applied.</p>\n<p><strong>Type of load impulses</strong></p>\n<p>A total of 4 types of load pulses can be added to each load case.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>The definition of <strong>Surface loads</strong> is identical to the definition of Surface support. This means it is possible to specify it in two ways: Whole surface and Polyline. In the case of Surface loads, of course, the load intensity is entered in the three general directions.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p><strong>Group of forces</strong> is a load entity that allows you to specify forces in three directions anywhere on the model using a table. It can be referenced to the base plate or the surface of a concrete block. For tabular input, it is again possible to use the copy-paste functionality from the spreadsheet program.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p><strong>The self-weight</strong> should be included in every model. For example, concrete foundations loaded with a bending moment will not so easily overturn.</p>\n<p><strong>Point loads</strong> can be loaded directly to the base plate with six internal forces Fx, Fy, Fz, Mx, My, and Mz in the general position. </p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3360543b_2063_01ea_8fbf_433cc8bcfd0b\"></object>\n<p>When using a base plate, applying this force directly to a realistic, deformable base plate can lead to unrealistic stress redistribution across the plate, anchors, and concrete. It is therefore more appropriate to use the second option - the stub.</p>\n<p><strong>The Stub</strong></p>\n<p>The stub is represented by a short part of the column above the base plate, which is modeled as a <strong>shell element structure</strong> and behaves as a physically accurate interface between the internal forces and the plate. A standard section database is used.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>The <strong>6-component internal force set</strong> (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> - i.e. the base of the column.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Constraints <strong>transfer the forces</strong> to the <strong>top face of the stub</strong>, from where they are naturally <strong>redistributed through the stub</strong> into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>This approach preserves the realistic stiffness interaction between column and plate and eliminates the need for any manual redistribution or artificial assumptions.</p>\n<p><em>The stub was released in </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<h3>Combinations</h3>\n<p>Because the analysis in IDEA StatiCa Detail is non-linear, so-called non-linear combinations are used. 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"value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n <li>By two points</li>\n <li>On surface edge</li>\n <li>On surface edge on more edges</li>\n <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. In this case, a 3D scene with the reinforcement displayed is additionally available for better orientation, allowing rotations around two axes.</p>\n<figure data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff3a99a5-1dff-4519-9ab7-13c4571673f2/3D%20Detail%20in%2024.1_22.png\" data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" alt=\"\"></figure>"
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"value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n <li>Summary</li>\n <li>Strength</li>\n <li>Anchorage</li>\n <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview. </p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties. </p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction. </p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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"value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check </h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring – can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve. </p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own – see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases – <strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n <li><strong>Multiple anchoring close together</strong> – The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong> – A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n <li><strong>Consideration of existing reinforcement in renovations</strong> – Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included. </li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes – </em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution </h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures. </p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n <li><strong>IDEA StatiCa Connection</strong> – focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n <li><strong>IDEA StatiCa Detail</strong> – The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress. </li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads. </p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>. </p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before – so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. 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"value": "<p>Whether it’s limited space for <a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">anchoring</a>, an unconventional architectural layout, anchoring close to the edge, the need to fasten steel to irregular concrete shapes, or the demand from the construction site to design cast-in plates, these special cases demand more than just typical solutions. That’s exactly where the real design challenge begins.</p>\n<h3>How do structural engineers actually deal with these situations?</h3>\n<p>It starts with assumptions and a lot of manual work and calculations. Hours are spent iterating designs and code-checking. More than often analysed designs lead to unnecessarily oversized footings and plates due to concrete breakouts: </p>\n<ul>\n <li>Concrete edge failure</li>\n <li>Concrete cone failure</li>\n <li>Combination of failures</li>\n</ul>\n<figure data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6505d0c4-6232-48ae-b997-b532639234ec/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" alt=\"\"></figure>\n<p>Take anchoring near the edge, for example. Without reinforcement, it's almost impossible to pass a code-check for concrete edge or cone failure. When anchors are close to each other, you’re suddenly dealing with interacting cones—something most codes advise avoiding altogether. But what do you do when your layout simply doesn't allow for the recommended spacing? </p>\n<p>Supplementary <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">reinforcement needs to be considered</a>. <em>Eurocode 1992-4 - Design of concrete structures - Part 4: Design of fastenings for use in concrete </em>recommends establishing an appropriate strut and tie model. </p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>But what if an atypical shape of concrete block throws a spanner in the works?</p>\n<h3>Tackling anchoring challenges of non-standard concrete block geometries</h3>\n<p>Especially when dealing with irregular geometries or unique layouts that go beyond standard textbook cases, the process is not only time-consuming but also leaves too much room for uncertainty. In such cases, the general shapes can be unpredictable, making it crucial to carefully consider edge distances on all sides. Embedment depth may vary due to differences in block thickness or anchor positioning, and the anchors themselves may not be in the same plane.</p>\n<p>In <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">the latest release of IDEA StatiCa</a>, we’ve added powerful new capabilities to help you design and code-check anchoring in the real-world conditions that do not follow the textbook.</p>\n<p>You can now <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">design and code-check almost any shape of concrete block</a> for anchoring. Whether it’s a pedestal, non-rectangular anchor blocks, extensions of strip foundation, any shape of a wall, or a custom geometry required by architects.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Reinforcement-aware design of cast-in plates</h3>\n<p>In the construction industry, it's common to encounter supporting structures that incorporate both steel and concrete elements. The concrete components often play a key role in providing lateral stability to the steel framework. These elements are typically linked through the use of <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">cast-in plates</a>. Cast-in plates offer reliable anchorage, moreover, they can be fabricated to minimize drilling on construction site. Plates sit flush with the concrete surface, allowing clean and level connections. Cast-in plates are especially favored in applications such as façade support systems, steel frame connections in hybrid concrete-steel buildings, elevator guide rail supports, anchoring mechanical equipment, bridge bearings, and precast concrete panel connections.</p>\n<p>But while their applications are broad, the design can become significantly more complex. The axial forces are resisted by reinforcement in the concrete, which is welded to the steel plate to transfer the load through bond with the concrete. Shear studs, anchors or shear lug resist the shear forces.</p>\n<p>The design resistance of the embedded elements is highly dependent on the position of the concrete reinforcement, especially if the cast-in plate is positioned close to the edge (supporting façade systems).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (with CSFM 3D) automatically takes into account the reinforcement near the cast-in plate, which can significantly increase the loading capacity. 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"value": "<h2>Version 25.0 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4577f87e_589e_0139_aedf_e89eab10e893\"></object>\n<h2>Design anchoring in concrete the way you need</h2>\n<p>If you're regularly designing anchoring in reinforced concrete, especially with cast-in plates or pedestal bases, you’ll immediately notice the performance jump. With the solver overhaul in 25.0, anchoring models that used to run in 15 minutes can now be completed in just three.</p>\n<p>And it’s not just about speed. You now have cleaner, more versatile modeling tools. <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">Want to define cast-in plates with U-, L-, or I-shaped rebars</a>? You can do that in seconds, and reinforcement behavior adapts as you'd expect. <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">Need a custom foundation shape or a multi-level pedestal</a>? Use Boolean operations to carve out exactly what meets your requirements.</p>\n<figure data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/736aa3ef-d821-4660-a3cf-5be8e2fd94ac/Boolein_05.png\" data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" alt=\"\"></figure>\n<h2>Cut setup time with Parametric Templates</h2>\n<p>Manually building steel connections from scratch, or digging through old Excel sheets for reference, slows you down. That’s why version 25.0 introduces a smarter way to design: with over 200 ready-to-use parametric templates you can drop into your project through the new <a data-item-id=\"cc99ba50-ed96-445b-b357-96fbd857ba58\" href=\"\">Connection Wizard</a>.</p>\n<figure data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6b87ac5-5963-4b17-8d3d-aa097d95a325/Combination%20of%20parametric%20template%20and%20unrelated%20operations%200.png\" data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" alt=\"Combination of parametric template and unrelated operations\"></figure>\n<p>Select a joint, adjust the inputs, and watch the 3D preview adapt in real-time. Each template is validated and guided by safe input rules. If you push a parameter too far, you’ll get a warning. If you’re just getting started with IDEA StatiCa, these templates are the quickest way to produce reliable, code-checked designs.</p>\n<p>Need more control? You can “explode” any template into editable operations, giving you full control over the geometry, welds, bolts, and all the elements. You can also build company-specific libraries to standardize workflows and create re-usable templates.</p>\n<h2>Select just the critical connections in Checkbot</h2>\n<p>Got a model with hundreds, or even thousands, of connection nodes? You don’t have time to repeat connection setups one by one. <a data-item-id=\"7ba21733-7480-4d32-8a69-19128290b53a\" href=\"\">IDEA StatiCa Checkbot in version 25.0</a> has been upgraded to handle massive projects effortlessly.</p>\n<figure data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcdcdc0f-f978-415f-8d66-a776df5f5563/Bulk%20workflows%20and%20critical%20load%20filter%20in%20Checkbot%2000a.png\" data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" alt=\"Bulk workflows and critical load filter in Checkbot\"></figure>\n<p>Define a single reference connection with your member types, settings, and force direction. Checkbot automatically groups similar nodes and applies those parameters across the model. That means no more re-entering the same information 50 times. Just one setup, shared across the structure.</p>\n<p>Plus, with the new load extremes filter, out of up to 1,000 load effects, Checkbot pinpoints the critical few. Less computing time, fewer distractions, and no risk of missing the scenarios that actually matter. Once your checks are complete, generate reports in bulk. Choose between detailed outputs or summaries and export everything to PDF with a click.</p>\n<h2>Global-ready workflows</h2>\n<p>If you're working under ACI standards, or collaborating globally, no problem. IDEA StatiCa 25.0 includes full support for <a data-item-id=\"fbf41a21-2c16-4d27-875f-415de12ebcff\" href=\"\">ACI 318-19</a> in both steel and concrete design environments, with terminology that can be toggled between U.S. and UK English.</p>\n<p>In Australia, <a data-item-id=\"7ddfda28-482b-412a-8712-c4bd8c1616e9\" href=\"\">engineers can now work with region-specific code environments</a> fully covering tasks for 2D Detail. And for engineers in China, the GB anchoring code-check has been updated to reflect the latest local requirements.</p>\n<p>Precasters, <a data-item-id=\"aa86833c-cb6b-40d4-956e-f08c3940ec10\" href=\"\">can now export both tendon geometry and mapped reinforcement directly from Beam to Detail</a>, without needing to remodel the geometry and materials. And with <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">RCS now checking for lateral buckling for geometrical imperfections and construction or transport stages</a>, all in a single workflow.</p>\n<figure data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4dee2642-b908-492e-9ae6-f1727c60e720/Export%20from%20BEam%20to%20Detail_04.png\" data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" alt=\"\"></figure>\n<p>To get a complete picture of what IDEA StatiCa version 25.0 contains, be sure to check out the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">release notes</a>, download the latest version, and try it out for yourself using the link below. We cannot wait to hear your feedback!</p>\n<p>You can also sign up for our <a data-item-id=\"0e158996-3bdb-4968-8195-7147e1ed0727\" href=\"\">release webinar</a> to hear a more in-depth guide to the new release from some of the team that is behind bringing you this latest version.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<p><br></p>"
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"value": "<h2>1. Why did the calculation stop early?</h2>\n<p>The stop criteria in the 3D CSFM model ensure simulations halt at defined limits, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a> in the theoretical background for IDEA StatiCa Detail. By default, the \"Stop at Limit Strain\" option is active, stopping calculations when some of ULS criteria are reached. Utilization is checked for concrete, reinforcement, and anchorage. Concrete strain is limited to 5 % in compression and 7 % in tension due to convergence needs. Rebar plastic strain is capped at 5 %, while anchorage uses slip-based limits, not bond stress. This could be caused by several reasons. The most common reason is missing reinforcement. Divergence errors may also arise from an improperly supported model, leading to excessive deformation. Another reason can be that the design is not satisfying for the specified load and is simply overloaded.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. What types of supports can be used in Detail?</h2>\n<p>In 3D detailing, surface supports can add stiffness in all directions. By default, supports are compression-only (gray button), which can cause structures to \"fly away\" due to a lack of tension resistance. To allow tension, toggle the button to white. There are two different suggested approaches: </p>\n<p>1) Use default compression-only support for footings resting on ground, but remember to manually apply self-weight, as it's not exported from IDEA StatiCa Connection. </p>\n<p>2) For submodels (e.g., balconies, pedestals...) with continuous rebars, use standard support and continuous bar anchorage. This adds single-point constraints, ensuring proper force transfer and avoiding errors like concrete cover peeling or model divergence. Without it, models may fail due to strain limits (e.g., 7 % in tension). </p>\n<p>For detailed information about the functionalities of Detail 3D, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Full functionalities of Detail 3D</a>.</p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Why is it so important to follow the detailing rules?</h2>\n<p>The designed reinforcement should follow code-based detailing rules (e.g., supplementary reinforcement for tensile and shear force transfer according to EN 1992-4). Detail 3D ensures proper force flow: compression zones in concrete and tension in rebars. Proper reinforcement is essential as concrete doesn’t transfer tension. Detailing rules are not automated—users must apply them manually, and it is the structural engineer's responsibility to reinforce the concrete block in the correct way. </p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. How do I model shear force transfer correctly?</h2>\n<p>Shear force in base plates can be transferred via friction, anchors, or shear lugs, but only one method can be used at a time. For friction, ensure correct load case sequencing: apply compression (permanent) first, then shear (variable). If done incorrectly, the base plate may \"fly away.\" </p>\n<p>With a proper loading sequence and the friction coefficient set to 0.25, shear force can be transferred for 25% of the compression force. For shear-lugs, full shear force is transferred through them, but they aren't checked in IDEA StatiCa Detail. First, check the shear lugs in IDEA StatiCa Connection, then import into Detail. Load transfer in concrete blocks follows typical stress paths (flanges/web) based on load direction. For anchors, the user can define which anchors are effective for shear transfer. Still, they also aren't checked for shear in Detail—so verify their capacity first in Connection before simulating in Detail. </p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. What to consider when exporting from Connection to Detail?</h2>\n<p>The loads can be applied directly to anchors (tension, compression, shear) or the base plate (all six internal forces). Anchors and base plates are modeled as separate elements, so the force transfer between them must be manually activated through constraints. </p>\n<ul>\n <li>When exporting the anchoring model from IDEA StatiCa Connection (e.g., see <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM link Connection to Detail - Eccentrically loaded anchoring</a>), axial force transfer between anchors and the base plate is turned off to avoid unwanted additional prying of the base plate. </li>\n <li>Alternatively, when modelling from scratch and applying load directly on the base plate, the user has to activate axial and shear transfer between the base plate and anchors.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. What stiffness of the base plate should be set?</h2>\n<p>Setting the correct stiffness of the base plate is also important. Three models are compared in the following figure: </p>\n<ul>\n <li>a flexible base plate exported from Connection, </li>\n <li>a flexible base plate modeled directly in Detail 3D with a load applied at a single point, </li>\n <li>and a rigid base plate with increased thickness, with a load applied at a single point. </li>\n</ul>\n<p>Results showed that flexible plates modeled directly in Detail 3D produce inaccurate stress distributions and artificial prying effects. The rigid plate eliminates these issues, giving results consistent with the Connection export. Anchor forces were similar in the first and the third models, but the second (flexible plate in Detail 3D) overestimated anchor forces by over 30 %, making it an incorrect approach. Therefore, if not exporting from Connection, and loading at a single point, to get the interaction between the base plate and concrete as close to reality as possible, the suggestion is to use the stiff base plate.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d4076e6_85ee_0108_1893_42f54e5d6b8c\"></object>\n<h2>7. What about the contact stress?</h2>\n<p>In Connection, setting a Contact between two steel plates and displaying the contact stress is possible. However, it is a known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">here</a>) that the contact stress between steel plates is neglected during the export from Connection to Detail.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<p>There are two consequences of this for the Detail model:</p>\n<ul>\n <li>Part of the load is missing completely.</li>\n <li>Imported loads are not in equilibrium, and the model can not be calculated because of huge base plate deformations and analysis divergence.</li>\n</ul>\n<p>How to resolve this limitation? There are two options:</p>\n<ul>\n <li>Modify your model in the Connection app so that there is no contact between plates, generating contact stresses. Operations <strong>End Plate</strong>, <strong>Splice</strong>, and <strong>Stiffening plate</strong> (input type <strong>Doubler</strong>) automatically generate contact in the background!</li>\n <li>Delete the load effects exported from the Connection model; select the base plate and change <strong>Load type</strong> to <strong>Column</strong>; add a new <strong>Load case</strong> and a <strong>Load impulse,</strong> and input the internal forces as in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6faacfec-06c2-4cfc-b034-bdd42090afea/What%20about%20the%20contact%20stress%2002.png\" data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" alt=\"\"></figure>\n<h2>8. Why does bond stress exceed 99,9 % so fast?</h2>\n<p>In most models, bond stress in anchorage exceeds 99,9% utilization for very low tension load levels. The reason can be found in the bond stress-strain diagram between the anchor/reinforcement and the concrete, as shown in the figure below. The bond reaches its ultimate stress rapidly, and any further loading leads to plastic deformation of the bond. To determine the ultimate bond stress for the adhesive anchors, see the article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Bond strength for anchors in Detail 3D</a>.</p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. How should I manage mesh settings?</h2>\n<p>Mesh quality is crucial for 3D simulations, especially for nonlinear problems, as it directly impacts calculation time. The mesh multiplier ranges from 0.5 to 5, with 1 being the default. Using a factor of 5 speeds up simulations, helping identify errors, but results may be inaccurate (over 30% error). After verifying the model, the suggested factor is 1 or lower for accurate stress and strain, which increases analysis time. A coarse mesh (higher factor) is used for predesign, while a finer mesh (lower factor) provides more accurate results in the final simulation, especially around anchors.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h2>10. Is it possible to import multiple anchorings?</h2>\n<p>Yes, it is. And what happens after exporting the multiple anchoring from Connection to Detail? Two or more concrete blocks are imported to Detail depending on the number of base plates in the Connection, where every base plate has its own concrete blocks. The known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitation for Detail 3D</a>) is that multiple solid blocks are not supported in Detail. So the user has to delete all blocks besides one, and relate all the other base plates to that block. Then, the correct anchor and weld forces distribution is reached.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h2>Conclusion</h2>\n<p>The 3D CSFM in IDEA StatiCa Detail is a powerful tool for modeling nonlinear concrete and rebar behavior, ensuring compliance with Eurocode and ACI. It effectively handles bond interactions, tension and compression zones, and reinforcement layouts, offering robust anchoring and load transfer solutions. The criteria ensure that calculations stop when critical strain limits are reached, and proper reinforcement detailing is essential for realistic results. Mesh quality is crucial for accurate simulations, with finer meshes providing better precision at the cost of longer analysis times. Supplementary reinforcement, shear force transfer, and correct export settings are also key factors in achieving accurate, code-compliant designs.</p>\n<p>For more detailed information, take a look at the webinar <a data-item-id=\"fe18abc4-7d3c-45ac-97e6-002bf87224ef\" href=\"\">10 Most Frequently Asked Questions for 3D Anchoring</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n52d28e81_1616_01e2_a821_827f1ce6ac7c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ca2405e0_92af_011f_a520_4c427debe025\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2aa41181_a7e4_0123_9223_f5d0a6efae46\"></object>"
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"value": "<h2>Loading</h2>\n<p>Load cases can be defined in the same way as for 2D reinforced concrete elements. This means that each load case can be assigned either a Permanent or a Variable load type. The Permanent load cases are applied to the model first, and after a successful calculation, the Variable load cases are applied.</p>\n<p><strong>Type of load impulses</strong></p>\n<p>A total of 4 types of load pulses can be added to each load case.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>The definition of <strong>Surface loads</strong> is identical to the definition of Surface support. This means it is possible to specify it in two ways: Whole surface and Polyline. In the case of Surface loads, of course, the load intensity is entered in the three general directions.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p><strong>Group of forces</strong> is a load entity that allows you to specify forces in three directions anywhere on the model using a table. It can be referenced to the base plate or the surface of a concrete block. For tabular input, it is again possible to use the copy-paste functionality from the spreadsheet program.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p><strong>The self-weight</strong> should be included in every model. For example, concrete foundations loaded with a bending moment will not so easily overturn.</p>\n<p><strong>Point loads</strong> can be loaded directly to the base plate with six internal forces Fx, Fy, Fz, Mx, My, and Mz in the general position. </p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3360543b_2063_01ea_8fbf_433cc8bcfd0b\"></object>\n<p>When using a base plate, applying this force directly to a realistic, deformable base plate can lead to unrealistic stress redistribution across the plate, anchors, and concrete. It is therefore more appropriate to use the second option - the stub.</p>\n<p><strong>The Stub</strong></p>\n<p>The stub is represented by a short part of the column above the base plate, which is modeled as a <strong>shell element structure</strong> and behaves as a physically accurate interface between the internal forces and the plate. A standard section database is used.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>The <strong>6-component internal force set</strong> (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> - i.e. the base of the column.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Constraints <strong>transfer the forces</strong> to the <strong>top face of the stub</strong>, from where they are naturally <strong>redistributed through the stub</strong> into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>This approach preserves the realistic stiffness interaction between column and plate and eliminates the need for any manual redistribution or artificial assumptions.</p>\n<p><em>The stub was released in </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<h3>Combinations</h3>\n<p>Because the analysis in IDEA StatiCa Detail is non-linear, so-called non-linear combinations are used. 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"value": "<p>Na prática, os engenheiros podem encontrar diferentes tipos de elementos finitos (desde simples elementos de barra 1D até elementos de tijolo 3D mais complicados) que são utilizados numa variedade de aplicações para a análise e projeto de elementos estruturais. Uma caraterística comum da maioria dos cálculos na prática tende a ser o comportamento linear dos modelos, cujas vantagens são, sem dúvida, a rapidez, a clareza e simplesmente o facto de, para uma grande variedade de problemas, esta solução ser suficiente.</p>\n<p>Especialmente no mundo das estruturas de betão, acontece frequentemente que a abordagem linear não é suficiente, simplesmente porque após o aparecimento das primeiras fissuras no elemento carregado, as tensões são redistribuídas e o problema torna-se significativamente não linear.</p>\n<p>Para estes casos, é necessário escolher uma das abordagens mais sofisticadas. Para casos 1D, é frequente encontrar métodos analíticos definidos diretamente nos códigos. Por exemplo, os populares modelos Strut e Tie podem ser construídos para elementos planos 2D e regiões de descontinuidade (regiões D), ou o método de campo de tensão mais sofisticado implementado no IDEA StatiCa Detail, CSFM, pode ser utilizado.</p>\n<p>No entanto, se o engenheiro se deparar com um problema que não pode ser simplificado para o comportamento planar, as opções são muito limitadas. Naturalmente, um modelo 3D de escora e tirante pode ser construído ou um software semi-científico pode ser utilizado para uma análise precisa. Esses procedimentos geralmente são demorados, não estão em conformidade com o código e exigem um engenheiro com conhecimento em métodos de modelagem avançados.</p>\n<p>Por este motivo, a IDEA StatiCa desenvolveu e implementou o 3D CSFM (Compatible Stress Field Method) na aplicação Detail. O 3D CSFM estende o CSFM estabelecido para uma terceira dimensão, oferecendo uma solução rápida e em conformidade com o código que é principalmente aplicável ao engenheiro do dia a dia, dando-lhe uma nova capacidade única para abordar com segurança os detalhes complexos das estruturas de betão.</p>"
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"value": "<p>O CSFM 3D define o comportamento do betão com base na teoria da plasticidade de<strong> Mohr-Coulomb modificada</strong> para cargas monotónicas. O método <strong>considera as tensões principais do betão na compressão e as tensões da armadura (</strong><strong><em><sub>σsr</sub></em></strong><strong>) nas fissuras, negligenciando a resistência à tração do betão (corte de tensão), exceto o seu efeito de reforço na armadura (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>reforço de tensão</strong></a><strong>).</strong></p>\n<p><strong><em><sub>σc1r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc2r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc3r</sub></em></strong> ≤<strong><em> 0 MPa</em></strong></p>\n<p>Os varões de reforço estão ligados aos elementos finitos do volume de betão através de elementos de ligação, permitindo o deslizamento entre o betão e o reforço. É de notar que o CSFM 3D <strong>não é adequado para simular betão simples</strong> devido à ausência de tensão, o que pode resultar em deformações enganadoras e divergência de modelos. De um modo geral, a teoria de Mohr-Coulomb inclui duas propriedades fundamentais que regem a evolução da superfície de plasticidade em compressão e parcialmente em tração: o ângulo de atrito interno <em>φ</em> e o parâmetro de coesão <em>c</em>. <strong>O CSFM 3D assume um ângulo de atrito interno nulo </strong>(Fig. 1e), conduzindo a um dimensionamento conservador devido à semelhança da superfície de plasticidade com o modelo de Tresca, que é independente do primeiro invariante de tensão.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Pressupostos básicos do CSFM 3D: (a) tensões principais no betão; (b) tensões na direção da armadura;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) diagrama tensão-deformação do betão em termos de tensões máximas; (d) diagrama tensão-deformação da armadura}}\\) \\( \\textsf{\\textit{\\footnotesize{em termos de tensões nas fissuras e deformações médias; (e) círculos de Mohr para o modelo de betão em CSFM 3D; (f) tensão de corte da ligação - deslizamento}}\\) \\( \\textsf{\\textit{\\footnotesize{relação para verificações do comprimento de ancoragem.}}}\\)</em></p>\n<h4>Betão</h4>\n<p>O modelo de material apresentado é um modelo de plasticidade multi-superfície dado pela combinação dos modelos de Mohr-Coloumb e Rankine para carregamento monotónico. É importante notar que este modelo não aborda a descarga, pelo que as variáveis de estado não são armazenadas, como seria o caso nos modelos clássicos de plasticidade utilizados para cargas cíclicas.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>Como já foi referido, o modelo de material destina-se a ser utilizado em aplicações que calculam a resposta do betão armado (não é adequado para betão simples). Isto deve-se à exclusão do betão em tração. Por conseguinte, o modelo nem sequer é adequado para elementos estruturais em que as regras de dimensionamento do betão armado, tais como a taxa de armadura mínima, o espaçamento máximo entre barras, etc., não são cumpridas. Deve também ser acrescentado que, por razões de estabilidade numérica, é definida uma capacidade de tração muito pequena no modelo. A parte de tração é limitada por planos correspondentes ao modelo de Rankine.</p>\n<p>O modelo CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, considera um ramo infinitamente plástico após a tensão de pico ser atingida). Esta simplificação não permite a verificação da capacidade de deformação das estruturas que roem à compressão. No entanto, a sua capacidade última é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução<sub>𝜂𝑓𝑐</sub> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>fc</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<p>A <em>fc</em><em><sub>,red</sub></em> é então comparada com a Tensão Principal Equivalente σc<em><sub>,eq</sub></em> no betão, que será definida mais tarde, naturalmente, com a consideração de todos os factores de segurança prescritos pelo código.</p>\n<p>Uma descrição detalhada do modelo de betão pode ser encontrada na seguinte ligação:</p>\n<ul>\n <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Modelo de material de betão para detalhe 3D</strong></a></li>\n</ul>\n<h4>Reforço</h4>\n<p>O diagrama bilinear tensão-deformação para varões de armadura, tal como definido pelos códigos de projeto (Fig. 1d), representa um modelo idealizado. Este modelo requer o conhecimento das propriedades básicas da armadura durante a fase de projeto, especificamente a classe de resistência e ductilidade. Em alternativa, os utilizadores têm a opção de definir uma relação tensão-deformação personalizada.</p>\n<p>A rigidez à tração é considerada através da modificação da relação tensão-deformação do varão de reforço nu para captar a rigidez média dos varões embebidos no betão (<sub>εm</sub>) (Fig. 1b).</p>\n<h4>Ancoragem</h4>\n<p>O deslizamento da ligação entre a armadura e o betão é introduzido no modelo de elementos finitos considerando a relação constitutiva simplificada rígida-perfeitamente plástica apresentada na (Fig. 1f), sendo <em><sub>fbd</sub></em> o valor de projeto (valor facturado) da tensão última da ligação especificada pelo código de projeto para as condições específicas da ligação.</p>\n<p>Este é um modelo simplificado com o único objetivo de verificar as prescrições de ligação de acordo com os códigos de projeto (i.e., ancoragem do reforço). A redução do comprimento de ancoragem quando se utilizam ganchos, laços e formas de barra semelhantes pode ser considerada através da definição de uma determinada capacidade na extremidade da armadura, como será descrito mais adiante.</p>\n<h4>Ancoragens</h4>\n<p>O elemento da ancoragem é definido como sendo capaz de transferir forças normais de tração ou compressão, bem como forças de corte, considerando também a rigidez à flexão. No entanto, apenas é avaliada a tensão normal nas ancoragens.</p>\n<p>Estão disponíveis dois tipos de ancoragens:</p>\n<ul>\n <li>Ancoragem adesiva</li>\n <li>Reforço no local</li>\n</ul>\n<p>O comportamento da armadura de betão armado é o mesmo que o da armadura clássica (tipo de ancoragem, ligação, etc.) <strong>. Para as ancoragens adesivas, é possível definir diretamente o valor de projeto da resistência da ligação.</strong> Este valor deve ser lido na ficha técnica do fabricante.</p>"
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"value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory is a mathematical model describing the response of<strong> </strong>brittle materials, to shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the compressive strength far exceeds the tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In structural engineering, it is used to determine failure load as well as the angle of fracture for displacement of fracture surface in concrete and similar materials. Coulomb's friction hypothesis is used to determine the combination of shear and normal stress that will cause a fracture of the material. Mohr's circle is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the principle of normality, the stress introduced at failure will be perpendicular to the line describing the fracture condition. </p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the angle of friction. This makes the strength of the material determinable by comparing the external mechanical work introduced by the displacement and the external load with the internal mechanical work introduced by the strain and stress at the line of failure. By conservation of energy, the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 5.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 6.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases. </p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 5, where the real angle of internal friction is used, and Figure 6, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way. </p>\n<p>\\[\\kappa = \\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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"value": "<h3>Equações de equilíbrio</h3>\n<p>A teoria das pequenas deformações permite a montagem da equação de equilíbrio com base no volume não deformado, utilizando uma abordagem de primeira ordem.</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Equações de equilíbrio e representação gráfica em elemento infinitesimal}}}\\]</em></p>\n<h3>Equações de compatibilidade</h3>\n<p>Um corpo sólido é constituído por volumes infinitesimais ou pontos materiais, cada um dos quais está interligado sem intervalos ou sobreposições. As condições matemáticas devem ser respeitadas para evitar a ocorrência de lacunas ou sobreposições quando um corpo contínuo sofre deformação.</p>\n<h3>Equações constitutivas</h3>\n<p>As equações constitutivas que regem o comportamento dos elementos 3D desempenham um papel fundamental na análise do comportamento dos materiais em mecânica estrutural. Estas equações são formuladas para acomodar o <strong>comportamento isotrópico</strong> não linear, que é válido para barras <strong>de blocos sólidos </strong>no IDEA StatiCa Detail.</p>\n<p>Quando se trata de uma <strong>parede 3D</strong>, é essencial ter em conta o <strong>comportamento </strong>ortotrópico ao longo da sua espessura, prestando especial atenção à tensão no betão devido à ausência de armadura transversal. A ortotropia é causada pela permissão da tensão no betão numa direção fora do plano. As propriedades do material, como o módulo de elasticidade e o coeficiente de Poisson, permanecem as mesmas.</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Matriz de conformidade isotrópica linearmente elástica}}}\\]</em></p>"
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"value": "<p>O modelo de análise de elementos finitos não linear (inelástico) é criado por vários tipos de elementos finitos utilizados para modelar o betão, a armadura e a ligação entre eles. Os elementos de betão e de armadura são inicialmente malhados de forma independente e depois interligados através de restrições multiponto (elementos MPC). Isto permite que o reforço ocupe qualquer posição não limitada aos nós da malha tetraédrica. Para verificar o comprimento da ancoragem, a ligação e a extremidade da ancoragem, são inseridos elementos de mola entre a armadura e os elementos MPC.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 10\\qquad Modelo de elementos finitos: elementos de reforço mapeados para a malha de betão utilizando elementos MPC e de ligação}}}\\]</em></p>\n<h4>Betão</h4>\n<p>O betão é analisado utilizando <strong>elementos tetraédricos mistos com rotações nodais</strong>. Os elementos tetraédricos permitem-nos criar malhas em regiões de qualquer topologia, enquanto a formulação implementada garante resultados de deformação precisos (sem tensões de corte espúrias, conhecidas como efeito de bloqueio de corte), mesmo para malhas grosseiras que não seriam adequadas para a formulação de elementos tetraédricos lineares.</p>\n<p>É utilizada a integração total. Isto significa que cada elemento está equipado com quatro pontos de integração situados dentro do volume. Esta integração produz um campo preciso de deformação e tensão, permitindo uma avaliação e apresentação suficientes dos resultados em todo o volume. Posteriormente, os critérios de paragem são estabelecidos com base no valor do ponto de integração.</p>\n<h4>Reforço</h4>\n<p>As armaduras são modeladas por elementos de \"barra\" 1D de dois nós (CROD), que apenas têm rigidez axial. Estes elementos são ligados a elementos especiais de \"ligação\" que foram desenvolvidos para modelar o comportamento de deslizamento entre um varão de reforço e o betão circundante. Estes elementos de ligação são posteriormente ligados por elementos MPC (multi-point constraint) à malha que representa o betão. Esta abordagem permite a criação de malhas independentes para a armadura e para o betão, enquanto a sua interligação é assegurada posteriormente.</p>\n<h4>Elementos de ligação</h4>\n<p>O comprimento de ancoragem é verificado através da implementação das tensões de corte de ligação entre os elementos de betão (3D) e os elementos do varão de reforço (1D) no modelo de elementos finitos. Para este efeito, foi desenvolvido o tipo de elemento finito \"ligação\".</p>\n<p>O elemento de ligação é definido como um elemento finito de casca ligado a elementos que representam a armadura pela primeira camada e pela segunda camada à malha de betão através de restrições multiponto (elementos MPC). É de notar que o elemento de ligação é sempre apresentado neste artigo com uma altura diferente de zero, que é, no entanto, definida como infinitesimal no modelo.</p>\n<p>O comportamento deste elemento é descrito pela tensão de ligação, <em><sub>τb</sub></em>, como uma função bilinear do deslizamento entre os nós superior e inferior, <em>δu</em>, ver (Fig. 11).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad (a) Ilustração concetual da deformação de um elemento de ligação; (b) função de deformação de corte}}}\\]</em></p>\n<p>O módulo de rigidez elástica da relação ligação-deslizamento, <em>Gb</em>, é definido da seguinte forma:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em><sub>kg</sub></em> coeficiente dependente da superfície do varão de reforço (por defeito, <em>kg</em> = 0,2)</p>\n<p><em><sub>Ec</sub></em> módulo de elasticidade do betão (tomado como <em>Ecm</em> no caso de EN)</p>\n<p>Ø o diâmetro do varão de reforço</p>\n<p>Os valores de cálculo (valores ponderados) da tensão última de corte da ligação, <em><sub>fbd</sub></em>, fornecidos nos respectivos códigos de cálculo selecionados EN 1992-1-1 ou ACI 318-19 são utilizados para verificar o comprimento da ancoragem. O endurecimento do ramo plástico é calculado por defeito como <em>Gb/105</em>.</p>\n<h4>Mola de ancoragem</h4>\n<p>O fornecimento de extremidades de ancoragem aos varões de reforço (i.e., curvas, ganchos, laços...), que cumprem as prescrições dos códigos de dimensionamento, permite a redução do comprimento de ancoragem básico dos varões<em>(lb</em><em><sub>,net</sub></em>) por um determinado fator β (referido como o \"coeficiente de ancoragem\" abaixo). O valor de projeto do comprimento de ancoragem<em>(lb</em>) é então calculado da seguinte forma:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad Modelo para a redução do comprimento de ancoragem: a) Força de ancoragem ao longo do comprimento de ancoragem de }}}\\] \\[ \\textsf{\\textit{\\footnotesize{a barra de reforço, b) lei constitutiva da força de ancoragem por deslizamento}}\\]</em></p>\n<p>A redução do comprimento de ancoragem é incluída no modelo de elementos finitos através de um elemento de mola na extremidade da barra (Fig. 12a), que é definido pelo modelo constitutivo apresentado na (Fig. 12b). A força máxima transmitida por esta mola<em>(</em><em><sub>Fau</sub></em>) é:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>onde :</p>\n<p><em>β</em> o coeficiente de ancoragem baseado no tipo de ancoragem</p>\n<p><em><sub>Como</sub></em> a secção transversal do varão de reforço</p>\n<p><em><sub>fyd</sub></em><em> </em>o valor de projeto (valor calculado) da tensão de cedência da armadura</p>"
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"value": "<h3>Placa de base</h3>\n<p>A placa de base é modelada como um elemento de casca linear. O material de aço utilizado para as placas de base é definido no separador Materiais. A única propriedade física é o módulo de elasticidade <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad A definição do material da placa de base}}}\\]</em></p>\n<p>A placa de base pode ser carregada por uma carga pontual (Fx, Fy, Fz, Mx, My, Mz) e por um grupo de forças (Fx, Fy, Fz), utilizado principalmente para carregar modelos exportados do IDEA StatiCa Connection. Note que as cargas pontuais e os momentos pontuais carregam diretamente o nó correspondente da placa de base. Isto significa que não há redistribuição, apenas pela rigidez da placa de base.</p>\n<p>Esta implementação permite importar efeitos de carga da Ligação IDEA StatiCa que são aplicados à placa de base na localização dos elementos finitos de soldadura individuais com o valor e a direção determinados a partir da tensão geral desse elemento finito de soldadura. Para mais informações, consulte o capítulo correspondente deste documento.</p>\n<p>O contacto apenas por compressão friccional é definido entre a placa de base e o betão. Para a <strong>transferência de cisalhamento</strong>, o utilizador pode escolher entre três opções:</p>\n<ul>\n <li><strong>Por ancoragens</strong></li>\n <li><strong>Por fricção</strong></li>\n <li><strong>Por olhal de cisalhamento</strong></li>\n</ul>\n<p>O software não permite a combinação destes mecanismos de transferência de cisalhamento.</p>\n<p><strong>O</strong> coeficiente<strong>de atrito</strong> deve ser introduzido como um valor projetado (calculado). No caso de a força de corte resultante <em><sub>Fxy</sub></em><em> </em>exceder a força de pressão <em><sub>Fz</sub></em> vezes o coeficiente de atrito <em>μ</em>, o cálculo pára e nem todas as cargas se aplicam ao modelo. A condição é escrita da seguinte forma:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>Isto pode ser visto no exemplo seguinte, onde são considerados dois casos de carga.</p>\n<ul>\n <li>LC1 - Tipo permanente - <sub>Fz</sub> = 100 kN</li>\n <li>LC2 - Tipo variável - <sub>Fx</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad Entrada de carga para o exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>No primeiro passo de cálculo, toda a carga permanente é aplicada. Em seguida, a carga variável é aplicada gradualmente até atingir o valor da carga de pressão vezes o coeficiente de atrito.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad Resultados do exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>O gráfico da Figura 16 define o comportamento do contacto de atrito entre a placa de base e o betão.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Gráfico força-deslocamento que descreve o comportamento do contacto por atrito}}\\]</em></p>\n<p>O valor de <em>Fzμ</em> difere para cada incremento do cálculo, enquanto o valor da deformação de corte máxima <em><sub>uxy</sub></em> é constante.</p>\n<p>Se a força normal de compressão <em><sub>Fz</sub></em> e a força de corte <em><sub>Fxy</sub></em> forem introduzidas num tipo de caso de carga (por exemplo, apenas permanente), e a condição de <em><sub>Fxy</sub></em><em> / (</em><em><sub>Fzμ</sub></em><em>) ≤ 1</em> não for cumprida<em>, </em>não será aplicada qualquer carga ao modelo porque a condição não é cumprida em nenhum incremento do cálculo.</p>\n<p><strong>O olhal de corte</strong> está ligado à malha de betão por restrições que permitem apenas a compressão e a transferência de tensões normais.</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Shear lug transferência do mecanismo de corte}}}\\]</em></p>\n<p>O lug de cisalhamento é modelado a partir de elementos de casca lineares, onde o módulo de elasticidade E define o material.</p>\n<p>Os resultados não são avaliados e apresentados para a placa de base, bem como para a barra de corte.</p>\n<h3>Ancoragens</h3>\n<p>Os elementos finitos que representam as ancoragens são modelados de forma a poderem transferir forças normais e de corte para o betão, tendo também em conta a rigidez à flexão das ancoragens. Para modelar o deslizamento entre a ancoragem e o betão circundante, são utilizados os mesmos elementos de ligação e MPC que para a armadura. A diferença é que, no caso das ancoragens adesivas, é possível especificar a resistência de projeto da ligação.</p>\n<p>As ancoragens podem ser interligadas com placas de base. Para esta interligação, é utilizada uma restrição totalmente não linear para ligar a extremidade da ancoragem a um nó da placa de base. Este elemento permite-nos controlar todos os graus de liberdade para garantir, por exemplo, que nenhuma pressão é transferida pelas ancoragens para a placa de base sem separação, ou que nenhum corte é transferido pela ancoragem ao modelar um olhal de corte, etc.</p>\n<p>As definições de<strong>interligação com a placa de base</strong> para ancoragens permitem ao utilizador controlar se a ancoragem será ligada à placa de base através das restrições mencionadas anteriormente e como.</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p>Na versão atual <strong>, apenas</strong> <strong>é suportado</strong> <strong>o contacto direto</strong> entre a placa de base e o betão <strong>.</strong></p>\n<p>A força de compressão não é transferida da placa de base para a ancoragem no caso de contacto direto. 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Por outro lado, para a transferência de cisalhamento utilizando ancoragens, este campo dá a opção de excluir algumas ancoragens da transferência de cisalhamento.</p>"
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"value": "<p>O modelo IDEA Statica Detail não tem de ser sempre modelado a partir do zero ou de um modelo. Existe também a opção de importar o modelo incluindo os efeitos de carga do IDEA StatiCa Connection. A geometria do bloco de betão, as ancoragens, a placa de base, os materiais e os efeitos de carga são transferidos.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Cargas importadas do IDEA StatiCa Connection}}}\\]</em></p>\n<p>A placa de base é carregada por um grupo de forças determinado a partir da tensão geral de cada elemento finito das soldaduras que ligam a barra de aço e a placa de base.</p>\n<p>Uma vez que a definição dos componentes individuais é diferente em Ligação e Detalhe (por exemplo, a placa de base é modelada por um material linear em Detalhe, enquanto que em Ligação é modelada por um material plástico), haveria uma redistribuição diferente de cargas entre o contacto placa de base-betão e as ancoragens, ou entre as próprias ancoragens. Por outras palavras, haveria diferentes forças normais de tração nas ancoragens em Ligação e Detalhe. Por esta razão, as ancoragens são importadas desligadas para forças normais (na direção da ancoragem) da placa de base, e as ancoragens são carregadas diretamente com as forças de tração aplicadas. Além disso, as forças opostas que carregam a placa de base localizada no local da ancoragem devem ser adicionadas para colocar o modelo em equilíbrio. Estas duas forças opostas são apresentadas na Figura 16.</p>\n<p>No entanto, as forças de corte são transferidas pela interconexão da placa de base e da ancoragem (ou lug de corte, ou fricção). Este comportamento é possível porque existe uma restrição que liga a placa de base e a ancoragem, permitindo-nos controlar todos os graus de liberdade desta interligação.</p>"
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"value": "<h3>Betão - ULS</h3>\n<p>O modelo de betão implementado no 3D CSFM baseia-se nas leis constitutivas de compressão uniaxial prescritas pela EN 1992-1-1 para o dimensionamento de secções transversais, que apenas dependem da resistência à compressão. O diagrama parábola-retângulo especificado na norma EN 1992-1-1 Cl. 3.1.7 (1) (Fig. 15a) é utilizado por defeito no CSFM 3D, mas os projectistas podem também escolher uma relação elástica ideal plástica mais simplificada de acordo com a norma EN 1992-1-1 Cl. 3.1.7 (2) (Fig. 15b). A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 15\\qquad Os diagramas tensão-deformação do betão para ULS: a) diagrama parábola-retângulo; b) diagrama bilinear}}}\\]</em></p>\n<p>A implementação do CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εcu2</sub> (<sub>εcu3</sub>) num valor de 5% enquanto a EN 1992-1-1 assume uma deformação última inferior a 0,35%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a sua capacidade última <em><sub>fcd</sub></em> de acordo com a EN 1992-1-1 3.1.3 é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>αcc</sub></em> é o coeficiente que tem em conta os efeitos a longo prazo na resistência à compressão e os efeitos desfavoráveis resultantes da forma como a carga é aplicada. Está de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (1). O valor por defeito é 1,0.</p>\n<p><em><sub>fck</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Por defeito, é considerado o diagrama tensão-deformação bilinear idealizado para os varões de reforço nus definido na EN 1992-1-1, secção 3.2.7 (Fig. 16). A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas durante a fase de projeto (classe de resistência e ductilidade). Sempre que conhecida, pode ser considerada a relação tensão-deformação efectiva da armadura (laminada a quente, trabalhada a frio, temperada e autotemperada, ...). O diagrama tensão-deformação da armadura pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de enrijecimento por tração (é impossível calcular a largura da fenda). A utilização do diagrama tensão-deformação com um ramo superior horizontal não permite a verificação da durabilidade estrutural. Por isso, é necessária a verificação manual dos requisitos de ductilidade padrão.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16 \\qquad Diagrama tensão-deformação da armadura: a) diagrama bilinear com um ramo superior inclinado; b) diagrama bilinear}}\\] \\[ \\textsf{\\textit{\\footnotesize{com um ramo superior horizontal.}}}\\]</em></p>\n<p>O reforço de tração (Fig. 17) é contabilizado automaticamente através da modificação da relação tensão-deformação de entrada do varão de armadura simples de forma a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p>O Método do Campo de Tensões Compatível está em conformidade com as normas de projeto modernas. Uma vez que os modelos de cálculo utilizam apenas propriedades de material padrão, o formato do fator de segurança parcial prescrito nas normas de dimensionamento pode ser aplicado sem qualquer adaptação. Desta forma, as cargas de entrada são factorizadas e as propriedades caraterísticas do material são reduzidas utilizando os respectivos coeficientes de segurança prescritos nas normas de dimensionamento, exatamente como na análise convencional do betão. Os valores dos coeficientes de segurança dos materiais prescritos na EN 1992-1-1 cap. 2.4.2.4 são definidos por defeito, mas o utilizador pode alterar os coeficientes de segurança nas definições de Código e cálculo (Fig. 18).</p>\n<figure data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4cadae4a-9a8a-4f9b-935c-51395116ed4e/Material%20factors.png\" data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad A configuração dos coeficientes de segurança dos materiais no Idea StatiCa Detail.}}}\\]</em></p>\n<p>Os coeficientes de segurança das cargas têm de ser definidos pelo utilizador em Regras de combinação para cada combinação não linear de casos de carga (Fig. 19). Para todos os modelos implementados no <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, os coeficientes de segurança parciais já estão predefinidos.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad A definição dos factores parciais de carga em Idea StatiCa Detail.}}}\\]</em></p>\n<p>Utilizando combinações adequadas de coeficientes de segurança parciais definidas pelo utilizador, os utilizadores também podem calcular com o CSFM 3D utilizando o método do coeficiente de resistência global (Navrátil, et al. 2017), mas esta abordagem quase nunca é utilizada na prática de dimensionamento. Algumas orientações recomendam a utilização do método do fator de resistência global para análises não lineares. No entanto, em análises não lineares simplificadas (como o 3D CSFM), que apenas requerem as propriedades do material que são utilizadas em cálculos manuais convencionais, é ainda mais desejável utilizar o formato de segurança parcial.</p>"
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"value": "<p>As diferentes verificações exigidas pela norma EN 1992-1-1 são avaliadas com base nos resultados diretos fornecidos pelo modelo. As verificações ULS são efectuadas para a resistência do betão, a resistência das armaduras e a ancoragem (tensões de corte da ligação).</p>\n<p>A <strong>resistência do betão</strong> à compressão é avaliada como o rácio entre a tensão principal equivalente máxima σc<em><sub>,eq </sub></em>obtida da análise de EF e o valor limite σc<em><sub>,lim</sub></em> = <em><sub>fcd</sub></em>.</p>\n<p><strong>A tensão principal equivalente expressa a tensão uni-axial equivalente para um estado de tensão tri-axial geral.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>O valor σc<em><sub>,eq</sub></em> pode, portanto, ser diretamente comparado com os limites de resistência uniaxial de acordo com 1992-1-1 Cl. 3.1.7 (1).</p>\n<p>Esta expressão é derivada da implementação da teoria da plasticidade de Mohr-Coulomb, assumindo conservadoramente o ângulo de atrito interno φ <em>= 0°.</em></p>\n<p>A <strong>resistência da armadura</strong> é avaliada tanto em tração como em compressão como a relação entre a tensão na armadura nas fissuras <em><sub>σsr</sub></em> e o valor limite especificado σs<em><sub>,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{para diagrama bilinear com ramo superior inclinado}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\,\\textsf{\\small{para diagrama bilinear com ramo superior horizontal}}\\)</p>\n<p>em que:</p>\n<p><em><sub>fyk</sub></em> é a tensão de cedência da armadura de acordo com a norma EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em> é o rácio entre a resistência à tração<em><sub>ftk</sub></em> e a tensão de cedência,<br>\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γs</em><sub> é </sub>o fator de segurança parcial para o reforço.</p>\n<p>A <strong>tensão de corte da ligação</strong> é avaliada independentemente como o rácio entre a tensão da ligação <em><sub>τb</sub></em> calculada pela análise de EF e a resistência final da ligação <em><sub>fbd</sub></em><sub>,</sub> de acordo com a norma EN 1992-1-1 cap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2,25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>em que:</p>\n<p><em><sub>fctd</sub></em><sub> </sub>é o valor de projeto da resistência à tração do betão de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (2). Devido à fragilidade crescente do betão de resistência mais elevada, <em>fctk</em><em><sub>,0.05</sub></em><sub> </sub>é limitado ao valor para C60/75 de acordo com a norma EN 1992-1-1 Cl. 8.4.2 (2)</p>\n<p><sub>η1</sub> é um coeficiente relacionado com a qualidade da condição de ligação e a posição da barra durante a betonagem (Fig. 31).</p>\n<p><sub>η1</sub> = 1,0 quando se obtêm \"boas\" condições e</p>\n<p><sub>η1</sub> = 0,7 para todos os outros casos e para barras em elementos estruturais construídos com formas deslizantes, a menos que se possa demonstrar que existem \"boas\" condições de ligação</p>\n<p><sub>η2</sub> está relacionado com o diâmetro da barra:</p>\n<p><sub>η2</sub> = 1,0 para Ø ≤ 32 mm</p>\n<p><sub>η2</sub> = (132 - Ø)/100 para Ø > 32 mm</p>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad EN 1992-1-1 Figura 8.2 - Descrição das condições de ligação.}}}\\]</em></p>\n<p>No IDEA StatiCa Detail, as condições de ligação são tidas em conta de acordo com a Fig. 20 c) e d). A direção da betonagem pode ser definida na aplicação para cada item do projeto da seguinte forma:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Direção de betonagem}}}\\]</em></p>\n<p>Estas verificações são efectuadas em relação aos valores-limite apropriados para as respectivas partes da estrutura (isto é, apesar de haver uma única classe para o betão e para o material de reforço, os diagramas finais de tensão-deformação serão diferentes em cada parte da estrutura devido aos efeitos de enrijecimento por tração e amolecimento por compressão).</p>\n<p><strong>Força total </strong><strong><em><sub>Ftot</sub></em></strong><strong> e força limite </strong><strong><em><sub>Flim</sub></em></strong></p>\n<p>A força total <strong><em><sub>Ftot</sub></em></strong> é o resultado da análise de elementos finitos e pode ser definida de duas formas.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>onde<em><sub>As</sub></em> é a área da barra de reforço e <em><sub>σs</sub></em> é a tensão na barra.</p>\n<p>Ou como uma soma da força de ancoragem<em><sub>Fa e </sub></em>da força de ligação <em><sub>Fbond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>em que<em><sub>Fa</sub></em> é a força real na mola de ancoragem e <em><sub>Fbond</sub></em> é a força de ligação que pode ser obtida através da integração da tensão de ligação <em><sub>τb</sub></em> ao longo do comprimento da barra de reforço <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p><sub>Cs</sub> é a circunferência do varão de reforço.</p>\n<p>A força limite<strong><em><sub>Flim</sub></em></strong> é a força máxima no elemento do varão considerando a <strong>resistência última</strong> do varão e também <strong>as condições de ancoragem </strong>(ligação entre o betão e a armadura e ganchos de ancoragem, laços, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>em que <sub>Cs</sub> é a circunferência da barra de reforço e <em>l</em> é o comprimento desde o início da barra de reforço até ao ponto de interesse.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Definição da força limite Flim}}\\]</em></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>em que<em><sub>Flim,add</sub></em> é a força adicional calculada a partir da magnitude do ângulo entre elementos vizinhos.<em><sub>Flim,2</sub></em> deve ser sempre inferior a<em><sub>Fu</sub></em>.</p>\n<p>Os <strong>tipos de ancoragem</strong> disponíveis no CSFM 3D incluem uma barra reta (i.e., sem redução da extremidade da ancoragem), curva, gancho, laço, barra transversal soldada, ligação perfeita e barra contínua. Todos estes tipos, juntamente com os respectivos coeficientes de ancoragem β, são apresentados na Fig. 23 para a armadura longitudinal e na Fig. 24 para os estribos. Os valores dos coeficientes de ancoragem adoptados estão de acordo com a norma EN 1992-1-1, secção 8.4.4 Tab. 8.2. É de notar que, apesar das diferentes opções disponíveis, o CSFM 3D distingue três tipos de extremidades de ancoragem: (i) nenhuma redução no comprimento da ancoragem, (ii) uma redução de 30% do comprimento da ancoragem no caso de uma ancoragem normalizada, e (iii) ligação perfeita.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Tipos de ancoragem disponíveis e respetivos coeficientes de ancoragem para varões de reforço longitudinal no CSFM 3D:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) varão reto; (b) dobra; (c) gancho; (d) laço; (e) varão transversal soldado; (f) ligação perfeita; (g) varão contínuo.}}}\\]</em></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Tipos de ancoragem disponíveis e respectivos coeficientes de ancoragem para estribos.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Estribos fechados: (a) gancho; (b) dobra; (c) sobreposição. Estribos abertos: (d) gancho; (e) barra contínua.}}}\\]</em></p>\n<p>Para cumprir a norma EN 1992-1-1, a mola de ancoragem deve ser utilizada no cálculo, a mola de ancoragem é modificada pelo coeficiente β, pelo que o utilizador deve utilizar um dos tipos de ancoragem disponíveis ao definir as condições de início e fim da armadura.</p>"
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"value": "<h3>Betão - Resistência</h3>\n<p>O modelo de betão implementado para o cálculo da resistência no CSFM baseia-se na curva tensão-deformação parabólica-plástica para o betão baseada na curva tensão-deformação parabólica da Portland CementAssociation descrita nas Notas da PCA sobre os requisitos do código de construção ACI 318-99 para betão estrutural, Figura 6-8. A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad O diagrama tensão-deformação do betão para análise de resistência}}}\\]</em></p>\n<p>A implementação do CSFM no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão à compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εc0</sub> no valor máximo de 5%, enquanto o ACI 318-19 Cl. 22.2.2.1 assume uma deformação final inferior a 0,3%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a resistência é corretamente prevista quando se considera o aumento da fragilidade do betão à medida que a sua resistência aumenta, através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>em que:</p>\n<p><sub>α1</sub> é o fator de redução da resistência à compressão do betão definido no ACI 318-19 Cl. 22.2.2.4.1. Quando se utiliza um diagrama tensão-deformação parábola-retângulo, é necessário reduzir a tensão de compressão máxima por este fator. Isto faz com que a distribuição de tensões na zona de compressão seja a média, de modo a que a resistência à compressão resultante seja menor ou igual à resistência à compressão calculada utilizando um diagrama tensão-deformação com um ramo plástico decrescente<em>.</em></p>\n<p><em>Φc</em><em><sub>é </sub></em>o fator de redução da resistência do betão. O valor por defeito é definido de acordo com a Tabela 24.2.1 (b)(f) do ACI 318-19.</p>\n<p><em>f'</em><em><sub>c</sub></em> é a resistência do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Considera-se um diagrama tensão-deformação perfeitamente elasto-plástico com um ponto de cedência definido para a armadura sem pré-esforço. Ver ACI 319-19 CL. 20.2.1. A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas - resistência e módulo de elasticidade.</p>\n<p>O diagrama tensão-deformação da armadura também pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de rigidez à tração.</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42 \\qquad Diagrama tensão-deformação do reforço}}}\\]</em></p>\n<p>onde:</p>\n<p><em>Φs</em><em><sub>é </sub></em>o fator de redução de resistência para o reforço. Onde o valor predefinido é definido de acordo com a Tabela 24.2.1 do ACI 318-19.</p>\n<p><em><sub>fy</sub></em> é a tensão de cedência da armadura</p>\n<p><em><sub>Es</sub></em> módulo de elasticidade da armadura</p>\n<p>10% é selecionado como a deformação limite na qual o cálculo é interrompido. Este valor é considerado seguro com base no artigo 7 da norma ASTM A955/A955M-20c.</p>\n<p>A rigidez à tração (Fig. 43) é contabilizada automaticamente através da modificação da relação tensão-deformação de entrada do varão de reforço nu, de modo a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p><br></p>\n<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h1>Structural design of concrete discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#design-tools-for-reinforcement\">Design tools for reinforcement</a></p>\n<h2>Analysis model of IDEA StatiCa Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n<a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n<a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n<a href=\"#finite-element-types\">Finite element types</a><br>\n<a href=\"#meshing\">Meshing</a><br>\n<a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n<a href=\"#presentation-of-results\">Presentation of results</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states-and-crack-width-calculation\">Limit states, crack width calculation, and Tension stiffening</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-en\">Material models (EN)</a><br>\n- <a href=\"#safety-factors\">Safety factors</a><br>\n- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n- <a href=\"#partially-loaded-areas\">Partially loaded areas (PLA)<br>\n</a>- <a href=\"#serviceability-limit-state-analysis\">Serviceability limit state analysis</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-aci\">Material models (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a><br>\n- <a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\">Bearing and anchorage zones - Partially loaded areas<br>\n</a>- <a href=\"#serviceability-verifications\">Serviceability verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-aus\">Material models (AUS)</a><br>\n- <a href=\"#stress-reduction-and-load-factors\">Stress reduction and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a><a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\"><br>\n</a>- <a href=\"#serviceability-checks\">Serviceability checks</a></p>\n<p><br></p>\n<p><a href=\"#prestressing-in-detail-model-description\">Prestressing in Detail - Model description</a></p>\n<p><br></p>\n<h1>Introduction to the CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e49a18d3_27e8_019b_eba3_65063bb594c2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c86c543f_3b21_01e3_bff1_67d7962ff523\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n57a4812b_a0a0_01a0_4c2c_553304acad7e\"></object>\n<h1><br></h1>\n<h1>Analysis model of IDEA StatiCa Detail</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n74d0024f_d938_019c_aad5_614c9ce53be1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general___finite_e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bc913c01_15a1_016c_f226_e7b1efa4cf0c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n359667de_5a59_0171_aa77_53fc1ab66f13\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n89b859bf_4dd6_01d3_b6ed_5ed3d99108a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2d8eb39_c569_01f4_ab99_1cc2eb12eca0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___finite_element_typ\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43735c90_43fa_0140_a813_ef8d1d1ec26e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e5110320_3e70_0182_6411_9a32a51ca04d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eba0afe_d078_0158_e878_829fb7dea3c2\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b2330c4f_9095_0147_d88d_740d54fa1cd5\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Eurocode</h1>\n<p>Assessment of the structure using 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.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fd27e424_850f_0161_9ca1_1628abf23729\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n42b5158b_2e6e_01fc_2be7_c94511681d26\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d26ec589_f86b_016e_b63d_81a26568bcef\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n474a1f83_1818_0143_4a62_5e6efabf1e75\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eab8217_160a_011a_5401_26ccf6d9d2b1\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to ACI 318-19</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>CSFM is in accordance with ACI 318-19, chapter 6.8.1.1. In order for the CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2255550_3131_0169_9696_ef5264f6bc37\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43a7cf88_b42e_01b1_e683_394a5601b9fc\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n409e2543_c691_0120_9d2b_4ef7d4601f79\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0660c3e2_725d_01a9_0ca9_9e0ead044d0f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c6e3c1b1_9373_0150_502e_af77397ecd6e\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Australian standard AS 3600 (2018)</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6. </p>\n<p>The analysis by CSFM takes into account all relevant non-linear and inelastic effects (except shrinkage) defined in 6.6.3. </p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days <em>f'</em><em><sub>c</sub></em> is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d025294b_107f_0192_e99e_db636ef9d8c3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9a945260_0590_01e7_9874_b9955afa56c4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f676ef5_04ff_012d_0f70_87de68bd0052\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ef1c1682_e40a_0171_bc00_2d379ffe2d41\"></object>\n<h1><br></h1>\n<h1>Prestressing - model description</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fb927016_9a3d_01e5_5ae8_4a2f55fd08cd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2ebd4911_d551_0184_1cae_5d39c32e0037\"></object>\n<h1><br></h1>\n<h1>References</h1>\n<p>ACI Committee 318. 2019. <em>Building Code Requirements for Structural Concrete (ACI 318-19) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova. 2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst & Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&genre=book&isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Standards Australia. 2018. <em>Concrete Structures (AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Standards Australia. 2022. <em>Concrete Structures – Commentary (Supplement 1 to AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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"value": "<h1>Dimensionamento estrutural de descontinuidades 3D de betão no IDEA StatiCa Detail</h1>\n<h2>Introdução ao método 3D CSFM</h2>\n<p><a href=\"#general-introduction\">Introdução geral para o dimensionamento estrutural de detalhes 3D de betão</a><br><a href=\"#main-assumptions-and-limitations\">Principais hipóteses e limitações</a><br><a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Implementação da teoria da plasticidade de Mohr-Coulomb no CSFM</a><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">3D</a><br><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">Hipóteses de mecânica geral para o CSFM 3D</a></p>\n<h2>Modelo de análise do IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introdução à implementação de elementos finitos</a><br><a href=\"#finite-element-types\">Tipos de elementos finitos</a><br><a href=\"#load-transfer-devices\">Dispositivos de transferência de carga</a><br><a 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href=\"#strength-reduction-and-load-factors\">Redução da resistência e factores de carga</a><br>- Verificações <a href=\"#strength-verifications\">de resistência</a></p>\n<h1>Introdução ao método CSFM 3D</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3c784fa4_ef4d_014c_5c9c_35ca3a9fe9b3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17aca1ee_f85b_01d8_591a_961a87f02078\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___main_assumption\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cc15fa6a_aebf_0193_d90b_2315f5865e6e\"></object>\n<object 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data-codename=\"theoretical_background_3d_detail___ultimate_limit_\"></object>\n<h1>Verificações estruturais de acordo com ACI 318-19</h1>\n<p>O CSFM 3D está em conformidade com o ACI 318-19, capítulo 6.8.1.1. Para que o CSFM 3D cumpra os requisitos da secção 6.8.1.2 do ACI 318-19, foram efectuados muitos testes de verificação em várias universidades. Os artigos individuais que resumem os resultados da verificação e validação podem ser encontrados na seguinte hiperligação.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Detalhe 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n06603a22_b57b_0147_d32e_b4f9436486e2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1e58559_cf50_01ba_d632_23b450d07cde\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4967f7b6_e74f_01b2_6b52_452dccbaa54f\"></object>\n<h2>Verificações e validações</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Pormenor 3D</a></li>\n</ul>\n<h3>Referências</h3>\n<ol>\n <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determinação dos parâmetros de Mohr-Coulomb a partir de critérios de resistência não lineares para taludes 3D. <em>Math. Probl. Eng.</em> <strong>2019</strong>, 6927654.</li>\n <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determinação dos parâmetros de material de Mohr-Coulomb para concreto sob teste de tração indireta. <em>Tech. Gaz.</em> <strong>2019</strong>, <em>26</em>, 412-419.</li>\n <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modelo de material Mohr-Coulomb-Rankine modificado para concreto. <em>eng. Comput.</em> <strong>2011</strong>, <em>28</em>, 853-887.</li>\n <li>Fan, Q.; Gu, SC; Wang, BN; Huang, RB Critério de Força Parabólica de Mohr de Dois Parâmetros Aplicado para Analisar os Resultados do Teste Brasileiro. <em>Aplicar. Mech. Mater.</em> <strong>2014</strong>, <em>624</em>, 630-634.</li>\n</ol>"
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"value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>. </p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation. </p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D. </p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks. </p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. </p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete). </p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -> Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has <strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation. </p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block </h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically. </p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner. </p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met. </p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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"value": "<p>Detail 3D is essentially an extension of the current established IDEA StatiCa Detail application. It adds a new Model type 3D and with this comes the implementation of a method for calculating stress fields in 3D space called 3D CSFM. Calculations and checks are implemented for the Ultimate Limit State.</p>\n<p>Before going into the description of the functionalities of Detail 3D it will be good to point out the existence of Theoretical background, where you can read more technical details about the individual model entities and the calculations themselves.</p>\n<ul>\n <li><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>IDEA StatiCa Detail – Structural design of concrete 3D discontinuities</strong></a></li>\n</ul>\n<p>In the first step, the user can select a new Model type on the initial screen (in the wizard), where several templates are available, and of course, the option to enter a model from scratch.</p>\n<figure data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b625d4c-9842-4ccc-b10b-89a82bceb111/3D%20Detail%20in%2024.1_1.png\" data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" alt=\"\"></figure>\n<p>As for 2D models, you can edit the Initial settings in the right part, such as Design code, Materials, and Concrete cover.</p>\n<p>After creating a blank model or a model from a template, options familiar to the 2D modeling environment are available.</p>\n<p>Options for working with multiple Project items can be found in the top ribbon, as well as the now standard Undo/Redo buttons, Labels view options, Gallery controls, calculation settings, and template management controls.</p>\n<figure data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d987045a-993e-403c-b17c-e48903b0005a/3D%20Detail%20in%2024.1_3.png\" data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" alt=\"\"></figure>\n<p>It also initializes the tree, whose first item, called by default DRM1, contains the default settings for the actual Project Item. Above the tree, you can find tools for manipulating the model.</p>\n<figure data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3381341d-56a3-49bf-b78c-dff47f501a72/3D%20Detail%20in%2024.1_4.png\" data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" alt=\"\"></figure>"
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"value": "<p>Bond strength property of a Single anchor in <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">Detail 3D</a> is the <strong>design value</strong> of bond resistance of Adhesive (post-installed) anchor. It is a crucial parameter for anchoring design in Detail 3D.</p>\n<figure data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e158ca5-a37c-4b95-87d0-1ca92deb6930/bond%20strength%2001.png\" data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" alt=\"\"></figure>\n<p>In terms of EN 1992-4, we can define design bond resistence as τ<sub>Rd</sub> = τ<sub>Rk</sub> /γ<sub>Mp</sub> </p>\n<p>γ<sub>Mp</sub> is partial safety factor defined by table 4.1 in EN 1992-4</p>\n<p>γ<sub>Mp</sub> = γ<sub>Mc</sub> = γ<sub>c</sub> ⋅ γ<sub>inst</sub></p>\n<p>γ<sub>c </sub>= 1.5</p>\n<p><strong>γ</strong><strong><sub>inst </sub></strong>- factor accounting for the sensitivity to installation of post-installed fasteners. Can be found in relevant European Technical Product Specification for the specific product.</p>\n<p><strong>τ</strong><strong><sub>Rk</sub></strong> - is characteristic bond resistance of a post-installed bonded fastener. Depending on concrete strength class, and state of the concrete – cracked vs. uncracked. It can be found in certificate for injection mortar, for example ETA – European Technical Assesment.</p>\n<h3>Eurocode Example</h3>\n<p>Lets have post-installed bonded anchor made from M12 threaded bar and mortar Hilti HIT-HY 200-A V3. The hole is hammer-drilled. The anchor is installed in dry conditions into cracked C20/25 concrete. Design life is 50 years.</p>\n<p>At first we need to go to HIT-HY 200-A product web page <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549\">here</a>. We are looking for ETA document. Go to <strong>Technical data</strong> section of the page and open PDF document Technical data sheet for Hilti HIT-HY 200-A-R-V3 steel to concrete injectable mortar, English.</p>\n<figure data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/72b094a7-1c3f-4a8f-bc98-83572e478dc3/bond%20strength%2002.png\" data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" alt=\"\"></figure>\n<p>On page 3 of the document, you can find links to relevant ETA documents.</p>\n<figure data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111f3094-dc91-4b09-afff-0f1717fe7398/bond%20strength%2003.png\" data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" alt=\"\"></figure>\n<p>Open ETA-19/0601 linked in the first row of the table, which is relevant for us.</p>\n<figure data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23985608-cbd8-4b50-bb68-082641b12984/bond%20strength%2004.png\" data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" alt=\"\"></figure>\n<p>In table C1 of this document, you can find data for <strong>τ</strong><strong><sub>Rk</sub></strong> - characteristic bond resistance. Conservatively for temperature range II, in our case τ<sub>Rk</sub> = 8.0 MPa.</p>\n<figure data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3aabe16c-9075-4675-b1a4-4ea7e1f6a14b/bond%20strength%2005.png\" data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" alt=\"\"></figure>\n<p>In table C1 of the document, you can also find relevant γ<sub>inst </sub>values. In our case γ<sub>inst</sub> = 1.0.</p>\n<figure data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/83351d45-a532-4f48-8783-a69ef1b28ba1/bond%20strength%2006.png\" data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" alt=\"\"></figure>\n<p>The final value of design bond strength is τ<sub>Rd</sub> = 8.0 /(1.5x1.0) = 5.3 MPa. </p>\n<h3>ACI EXAMPLE</h3>\n<p>When using ACI, you can follow a similar process, for instance, Hilti HY200, go to their <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549?activeTab=preconfigured-kits-tabs\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">website</a>. Find the product technical guide and open the PDF, The approvals are shown on the second page: </p>\n<figure data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b05347e-cf65-432d-882d-c65ddb495457/Picture1.png\" data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" alt=\"\"></figure>\n<p>Then, we can open the selected ESR: <a href=\"https://icc-es.org/report-listing/esr-4868/\">https://icc-es.org/report-listing/esr-4868/</a></p>\n<p>The bond strength tables are in the document. They are presented as a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions. </p>\n<p>The resulting characteristic bond strength shall be multiplied by the associated <strong>strength reduction factor</strong>, and the bond strength may also be made for increased concrete compressive strength as noted in the <strong>footnotes</strong> to the bond strength tables. </p>\n<p>Once you find the correct table, select the characteristic bond strength in cracked concrete, which is due to the principles of the Detail app, where the strength in tension is neglected. </p>\n<figure data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95261489-f2e9-4d04-ba7e-c1eae43bbe7f/2025-07-15_13-19-36.PNG\" data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" alt=\"Table 13 Bond strength design information \"></figure>\n<ul>\n <li>τ<sub>Rk</sub>=840 psi</li>\n <li>φd=0.65</li>\n <li>Concrete increase factor for a f'c=4000 psi= 1.0481</li>\n <li>IDEA StatiCa bond strength input = 0.65*1.0481*840psi= 572.26 psi</li>\n</ul>\n<p>The bond strength should be input from technical data sheets; do not consider the values we have by default.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n138cb282_2119_0146_0e7d_e1319f1f20fa\"></object>"
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"value": "<p>Anchoring in a plain concrete block can be modeled and code-checked in IDEA StatiCa Connection. Sometimes, it could be useful or necessary to reinforce the concrete block. Although, this capability isn't available within the Connection app, we have 3D Detail. 3D Detail is focused on solving anchoring into concrete blocks and analysis of both the anchoring elements and the concrete block itself. Moreover, a direct link is implemented between the Connection and Detail applications to simplify the process.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Connection users who design <strong>anchoring according to Eurocode</strong> can <strong>import their model from Connection to the advanced 3D Detail by one button click</strong>.</p>\n<h3>How does it work?</h3>\n<ul>\n <li>Import is allowed just for anchoring. If there is no concrete block in the Connection model, the export to Detail is disabled (\"RC check\").</li>\n <li>The model in Connection has to be calculated. If results are not available, the export icon (\"RC check\") is disabled.</li>\n <li>Only one concrete block for the import/export is allowed.</li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>The connection is imported, including </h3>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">Adhesive</a>/Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook</li>\n <li>Friction coefficient</li>\n</ul>\n<h3>How to export anchoring from Connection to Detail</h3>\n<p>First, create a model of anchoring in Connection according to Eurocode and click the Calculate button.</p>\n<p>When results exist, export of footing is enabled. By clicking the button \"<strong>RC Check</strong>\" in the ribbon, a dialog asking for the location and the name of the newly created Detail file appears.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>After a successful export, the project in Detail is created. The geometry of the concrete block and the base plate, the position and properties of anchors, and the load are automatically transferred to Detail. Surface support placed at the bottom surface of the concrete block is automatically created.</p>\n<p>The most tricky part of this process is the import of the load. For every calculated load effect in Connection, the corresponding load case and the ULS combination are automatically created in Detail.</p>\n<ul>\n <li>The base plate is loaded by <strong>forces in welds,</strong> which are modeled as a <strong>Group of forces. </strong>For the loading of the base plate itself, the imported loading is represented by a group of forces following the stresses in welds between the base plate and steel members in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n <li>Anchors are modeled and loaded independently from the base plate, and they are axially loaded by point loads. 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The other one represents the compression force acting on the base plate. </li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>The Checkbox \"Transfer of axial forces\" is unticked by default as the anchors are loaded by forces directly. </p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n <li>Shear is transferred according to the setting in Connection by one of the options – anchors, shear lugs, or friction. 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"value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated. </p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot. </p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n <li>International design standard (code) </li>\n <li>Profile type and material </li>\n <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n <li>Only connections with 1 member (simple footings)\n <ul>\n <li>Only steel-to-concrete anchoring</li>\n <li>No complex design (footing with braces)</li>\n </ul>\n </li>\n <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>IDEA StatiCa is a tool for solving complex 3D tasks and is fully verified for anchoring in concrete blocks. This solution allows you to perform designs without oversimplifications and provides checks based on the Ultimate Limit State (ULS). Thus, we have a tool to capture all types of <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">concrete failures</a> for footing. Together with IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> for anchorage verification, we offer a comprehensive package for everyone dealing with steel-to-concrete connections.</p>\n<p>Enhanced shear transfer, improved results, and simplified integration between <strong>IDEA StatiCa Connection</strong> and <strong>IDEA StatiCa Detail</strong>, along with the verifications, means the solution is now fully capable of handling real, practical examples of any kind of anchoring. </p>\n<h3>What are some key improvements compared to the BETA version?</h3>\n<ul>\n <li><strong>Shear transferring devices:</strong> Fundamental entities that enable the general design of all types of anchoring <strong>(Anchors, Shear lugs, and Friction)</strong>. There are all types corresponding to the options in IDEA StatiCa Connection, allowing smooth import. Read the separate release note dedicated to <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transferring devices.</a></li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n <li><strong>Result Sections</strong>: As part of the improvements for a better understanding of the results, Detail provides the opportunity to see the actual behavior of the structure. Read the separate release note: <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n <li><strong>Full Connection export with new entities: </strong>The import is possible, including all information about materials, types of anchors, and their end treatments. Read the separate release note: <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Import of anchoring from Connection to Detail</a></li>\n <li><strong>Working Grid Plane</strong>: There is a new grid to help surface identification during modeling, reinforcement, creating sections, etc. Read the separate release note: <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Modelling improvement - Grids and Self-weight</a></li>\n <li><strong>Self-weight:</strong> The application includes another load type, self-weight. It is automatically calculated based on the dimensions and the selected material. </li>\n <li><strong>Refined mesh around anchors:</strong> The mesh around the anchors has been locally refined for accurate results. This setting cannot be changed. The mesh is generated automatically.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Comprehensive functionality description of 3D Detail.</a></p>\n<p><em>Note: Currently for Eurocode (EN) only.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17664d22_8237_0160_ba3e_adce2e7403ca\"></object>\n<h3>Known limitations for Detail 3D</h3>\n<p>Since Detail is just a tool that cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the limitations that must be taken into account:</p>\n<ul>\n <li>The solution is suitable only <strong>for reinforced concrete.</strong></li>\n <li>The application provides<strong> ULS checks</strong> according to EN.</li>\n <li><strong>Only one concrete block</strong> is supported in Detail.</li>\n <li>In Detail, the anchors are only checked for tensile strength. It is necessary to <strong>use Connection for shear and interaction checks</strong>.</li>\n <li>Only models <strong>anchored via the base plate</strong> and <strong>only Direct contact </strong>can be imported to Detail (from Connection). </li>\n <li><strong>Imported loads and user-input loads cannot be combined within one model.</strong></li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article: <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>Verifications</h3>\n<p>We emphasize once again that although Detail 3D is a general solution for modeling any detail, we verify examples step by step. The current focus is mainly on verifying functionalities related to <a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">anchoring</a>. See the overview of what are possible use cases and plans for further development below:</p>\n<table><tbody>\n <tr><td><strong>Use-case</strong></td><td><strong>Functionality ready</strong></td><td><strong>Verification provided</strong></td><td><strong>Verification in version</strong></td></tr>\n <tr><td>Footings of steel columns</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General anchorings of steel members <br>\n(beams, bracings, lifting lugs...)</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General use of the Detail 3D for other cases (Pile caps, Pier caps, etc.)</td><td><p>YES</p>\n<p><br></p>\n</td><td>NO</td><td><p>in development</p>\n<p><br></p>\n</td></tr>\n <tr><td>Wall model type</td><td>NO</td><td>NO</td><td>in development</td></tr>\n</tbody></table>\n<p><br></p>\n<p>We continuously update and add new <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&label=detail_3d\">verifications for 3D Detail</a>, where we verify the functionality and the assumptions. For a deeper understanding of the method, read the comprehensive <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>, which includes the main assumptions, a description of the material model, and more.</p>\n<p>Released in IDEA StatiCa version 24.1</p>"
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"value": "<p>The Eurocode specifies several methods of failure of anchors and concrete footings and further divides them according to the loading type. In <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, we have been able to assess the anchors up to now, but with some limitations, assessments had to be done manually. </p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>At the same time, reinforcement for concrete blocks was impossible to account for. This is now changing with IDEA StatiCa Detail 3D, which adds more possibilities. IDEA StatiCa Detail 3D does not offer assessments as we are used to in the standard that defines them for plain concrete. However, with FE analysis, we can verify that reinforced concrete will satisfy the specified load, and here, it will <strong>prevent the failure of the concrete, which would correspond</strong> to those conditions. The apps work independently and can be used separately, but thanks to the <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">link between Connection and Detail</a>, it is also possible to use Detail only as a supplementary calculation. </p>\n<p>Now, let's go through the Eurocode conditions one by one and the possibilities the applications offer us. </p>\n<h2>Tensile force</h2>\n<p>Eurocode divides the first type of load (<strong>tensile force</strong>) into 6 possible cases of anchor or concrete block failure (a, b, c, d, e, f) and two more for reinforced footings (g, h). </p>\n<p>The figure below schematically shows which type of failure you can assess with the Connection app and what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.1) for anchor design <strong>(CBFEM)</strong>, while IDEA StatiCa Detail is based completely on the finite element method <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Some assessment options are, therefore, overlapping in both applications, but always with a different method. </p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>By the nature of the methods implemented in the software, only plain concrete can be considered in Connection, while <strong>only reinforced concrete footing can be considered in Detail</strong>. </p>\n<figure data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b6dc14ff-0803-4a93-a913-771822b326de/Anchoring%20in%20Detail%203D%20-%20Tension.png\" data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" alt=\"\"></figure>\n<p>The main assumptions and limitations of the analysis for the IDEA StatiCa Detail 3D are mentioned in the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations</a>. </p>\n<h4>a) Steel failure </h4>\n<p>Steel failure of<strong> tension-loaded</strong> anchors alone is verified in both applications. Anchor tensile resistance is checked in Connection according to the following formula:</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>In Detail, the anchors are checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. </p>\n<figure data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8adc76b4-1d26-4f8a-a12a-43914b057c9a/Project%20settings.png\" data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\" alt=\"\"></figure>\n<p>In older versions, the anchors are checked like regular reinforcement bars, based on the stress–strain diagrams defined for particular materials, while using the value of limit strain maximally 5% (calculated based on tension stiffening effect read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>)</p>\n<h4>b) Concrete cone failure </h4>\n<p>Concrete cone failure can be verified in Connection. However, at Connection, the app can only consider <strong>plain concrete</strong>. </p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Therefore, in case the concrete cone fails, it is appropriate to proceed to IDEA StatiCa Detail, where an analysis of the entire reinforced block is provided. The tensile strength of the concrete is conservatively neglected, which means the bearing capacity for cone failure is, to a considerable extent, determined by the specified amount of reinforcement. In the picture below, you can see the <strong>directions of the principal stresses</strong> that indicate the shape of the cone mentioned above. In the right part, you can see the values of the concrete stresses, which are assessed with the limit values. </p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4> c) Pull-out failure</h4>\n<p>This code-check is in Connection only for certain cases (see the first picture in this article). An additional assessment is necessary for post-installed mechanical anchors. </p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>In Detail, it is possible to set up so-called <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">adhesive anchors</a> and specify the design bond strength according to their technical parameters. The anchors will then be verified based on these parameters. (Applicable only for reinforced concrete.)</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Combined pull-out and concrete failure of bonded fasteners</h4>\n<p>This failure can only be detected in Detail, where the concrete stresses and the anchorage areas are assessed using 3D CSFM. The Combined pull-out and concrete failure mechanism is in Detail based on principles defined above, and its assessment is part of the concrete strength and anchorage check. (Applicable only for reinforced concrete.)</p>\n<h4>e) Concrete splitting failure</h4>\n<p>It is not possible to assess in Connection. For Detail, Splitting failure is usually a problem of plain concrete, where the use of reinforcement prevents it from occurring. At the same time, it is possible to see the stresses and strains of both the reinforcement under compression or tension and the concrete under compression in the Detail app. </p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Concrete blow-out failure </h4>\n<p>For plain concrete, empirical code-check according to Eurocode in Connection is possible. </p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>For reinforced structural members, it is possible to use Detail. Concrete blow-out failure is covered in the concrete strength analysis. Where the tensile stresses are transferred only by the reinforcement (as mentioned several times above).</p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel failure of reinforcement and anchorage failure of reinforcement is part of the reinforcement assessment in Detail. </p>\n<p><strong>g) Steel failure of reinforcement</strong></p>\n<p><strong>h) Anchorage failure of reinforcement</strong></p>\n<h2>Shear load</h2>\n<p>Eurocode divides the second type of load (<strong>shear force</strong>) into 4 possible cases of anchor or concrete block failure (a, b, c, d) and two more for reinforced footings (e, f). </p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>The figure below shows <strong>schematically</strong> which type of failure you can assess with the Connection app and also what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.2) <strong>for anchor design </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a><strong>.</strong> All types of failure caused by shear force can be covered in the Connection app. </p>\n<figure data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0383712-82f9-48f8-9dbc-17b6eac2b66a/Anchoring%20in%20Detail%203D%20-%20Shear.png\" data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" alt=\"\"></figure>\n<p>In the IDEA StatiCa Detail 3D, shear can be transferred by friction, anchors or shear lug. It is important to say that only the footing is assessed. Other steel parts (e.g. shear lug, welds) need to be checked in Connection or somewhere else. Again, it must be emphasized that only reinforced concrete is required.</p>\n<h4>a) Steel failure without lever arm</h4>\n<p>Steel failure without the lever arm of shear-loaded anchors is verified in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>In Detail, the anchors are again checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. The assessment is not possible in Detail for older versions.</p>\n<h4>b) Steel failure with lever arm</h4>\n<p>Steel failure with the lever arm of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>The assessment is not possible in Detail.</p>\n<h4>c) Concrete pry-out failure</h4>\n<p>Concrete pry-out failure of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>The shear capacity of the concrete through the base plate is then assessed in the Detail application. </p>\n<h4>d) Concrete edge failure</h4>\n<p>Concrete edge failure of shear-loaded anchors is verified in Connection only for plain concrete. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>Concrete edge failure can be checked in the Detail (reinforced concrete only). </p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel and anchorage failure of reinforcement is part of the reinforcement assessment in IDEA StatiCa Detail. </p>\n<p><strong>e) Steel failure of supplementary reinforcement</strong></p>\n<p><strong>f) Anchorage failure of supplementary reinforcement</strong></p>\n<h2>Conclusion</h2>\n<p>The most significant advantage can be found in examples such as anchoring close to an edge and other cases where plain concrete does not meet the required load. Note that, anchors and shear lugs need to be further assessed in Connection, but together, these two software tools provide a comprehensive solution.</p>\n<p>Due to the method and the way the application is designed, the <strong>Detail application is only suitable for reinforced footings.</strong> </p>\n<p><br></p>"
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"value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n <li><strong>by friction</strong></li>\n <li><strong>by anchors</strong></li>\n <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n <li>Cast-in-place </li>\n <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value. </p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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"value": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<p>Next to the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights in version 24.1</a>, read the full list of the new functionality:</p>\n<h2>Concrete Design</h2>\n<p><strong>Detail 3D (Eurocode only)</strong></p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Full Connection export with new entities</a></li>\n <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a> – Sections, Stress check</li>\n <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" 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data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Multiselect and multiedit in Connection</a></li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Fast app response with quick cancel of calculations</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/project-item-and-material-management#buckling-in-every-project\">Buckling calculations in the backstage menu</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Theoretical-background-in-Report-updated\">Theoretical Background in the report</a> in Italian and Portuguese</li>\n <li><a href=\"https://www.ideastatica.com/support-center/how-to-import-a-plate-from-dxf#Smooth-import-of-plate-shape-from-dxf\">Smooth import of plate shape from DXF</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\">Enhanced parametric design templates</a></li>\n <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Regional improvements</a></li>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes</a></li>\n</ul>\n<h2>BIM and Checkbot</h2>\n<ul>\n <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Multi-management and grouping tools in Checkbot</a></li>\n <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Parameters made useful for everyone</a></li>\n <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">HILTI PROFIS plugin in Checkbot</a></li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">60% faster FEA imports to Checkbot</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\">IFC export from Checkbot</a></li>\n <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Advanced import of connectors from CAD tools</a></li>\n <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Supported BIM links in version 24.1</a></li>\n</ul>\n<h2>Usability and Licensing</h2>\n<ul>\n <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Project settings</a></li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Shared preferences across the whole tool range</a></li>\n <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Single Sign-on for public use</a></li>\n <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Closing the gap between Viewer and Connection</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\">License usage reports in the User Portal</a></li>\n</ul>\n<h2>Full release 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"linkId": "9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e",
"urlSlug": "equivalent-time-for-deflection-evaluation",
"type": "support_center_article"
},
{
"codename": "rn_23_0__enhanced_mesh_in_member__copy_",
"linkId": "fcf88cfa-ef51-4afa-a139-917a5f1f8cbb",
"urlSlug": "triangular-mesh-in-concrete-member",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_23_0",
"linkId": "9a275699-6cf5-48a3-ac7c-1154c4c1331a",
"urlSlug": "release-notes-idea-statica-23-0",
"type": "support_center_article"
},
{
"codename": "rn_22_1_timber_connections__show_angle_to_grains",
"linkId": "eed5a14c-0581-42b1-8a67-7181fb8d4fdf",
"urlSlug": "angle-to-the-grain-of-the-steel-to-timber-connections",
"type": "support_center_article"
},
{
"codename": "rn_22_1__significant_step_to_designing_and_code_ch",
"linkId": "eac075cc-9e8a-4d0b-b678-e94b527863df",
"urlSlug": "gmnia-solver-extended-to-shear-and-torsion-effects",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_22_1",
"linkId": "8136efc3-3a87-48df-9cb2-890edbe4cfb2",
"urlSlug": "release-notes-idea-statica-22-1",
"type": "support_center_article"
},
{
"codename": "rn_22_0__loads_in_equilibrium_by_default",
"linkId": "da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c",
"urlSlug": "loads-in-equilibrium-by-default",
"type": "support_center_article"
},
{
"codename": "rn_22_0__fatigue_improvements",
"linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
"urlSlug": "fatigue-analysis-how-the-results-are-displayed",
"type": "support_center_article"
},
{
"codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
"linkId": "f89307a5-4bac-4632-bb5f-1a2586f199a3",
"urlSlug": "through-bolts-for-hollow-sections-warning",
"type": "support_center_article"
},
{
"codename": "rn22_0__update_of_eccentricity_definition_of_norma",
"linkId": "293fcced-8994-4a81-a805-88267657c66a",
"urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_22_0",
"linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
"urlSlug": "release-notes-idea-statica-22-0",
"type": "support_center_article"
},
{
"codename": "rn_21_1__bearing_type_options_for_bolts",
"linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
"urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
"type": "support_center_article"
},
{
"codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
"linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
"urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
"type": "support_center_article"
},
{
"codename": "rn_21_1__slip_resistance_check_update_according_to",
"linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
"urlSlug": "slip-resistance-check-update-according-to-sp-16",
"type": "support_center_article"
},
{
"codename": "rn_22_0__connection_browser_ii",
"linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
"urlSlug": "company-sets-selection-in-the-connection-browser",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_1",
"linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
"type": "support_center_article"
},
{
"codename": "section_model_view___drawings___sketches____copy_",
"linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
"urlSlug": "updated-cbfem-solver",
"type": "support_center_article"
},
{
"codename": "condensed_elements",
"linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
"urlSlug": "condensed-superelements-invisible-but-essential",
"type": "blog_post"
},
{
"codename": "differences_in_results_between_version_21_and_olde",
"linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
"urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_0_d5c25f3",
"linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
"type": "support_center_article"
},
{
"codename": "rn_20_1__improved_model_of_contacts",
"linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
"urlSlug": "an-improved-model-of-contacts",
"type": "support_center_article"
},
{
"codename": "rn_20_1__butt_welds_upgraded_model",
"linkId": "040fcb75-d544-4d75-bc49-182d150177d7",
"urlSlug": "butt-welds-upgraded-model",
"type": "support_center_article"
},
{
"codename": "rn_20_1__bolt_bearing_distances__en_",
"linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
"urlSlug": "bolt-bearing-distances-for-eurocode",
"type": "support_center_article"
},
{
"codename": "rn_20_1__connecting_plate_eccentricity",
"linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
"urlSlug": "connecting-plate-eccentricity",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20_1",
"linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
"urlSlug": "release-notes-idea-statica-steel-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20_1",
"linkId": "79ff8a70-a79d-483c-8ce8-218a5f43cadc",
"urlSlug": "release-notes-idea-statica-concrete-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20",
"linkId": "4ba1aea8-5819-4504-bfc7-717be84625d1",
"urlSlug": "release-notes-idea-statica-steel-20",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20",
"linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
"urlSlug": "release-notes-idea-statica-concrete-20",
"type": "support_center_article"
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],
"name": "Content",
"type": "rich_text",
"value": "<h2>Version compatibility</h2>\n<p>IDEA StatiCa software version (e.g., 22.1.3.0789) is described by a number represented by the major version (22), minor version (.1), patch number (.3), and build number (.0789).</p>\n<p>Every major and minor version of IDEA StatiCa applications changes project data and makes it impossible to use in the previous versions. This means if you create or save a project in version 22.1, you can not open it in 22.0.</p>\n<p>However, patches within the same version are compatible, so if you create or save a project in patch 22.1.3, you can still open it in patch 22.1.0.</p>\n<p>The cloud services, such as the <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a>, always generate project files in the latest IDEA StatiCa version and patch released.</p>\n<h2>Opening an old project in a newer version</h2>\n<p>Models designed in older versions of IDEA StatiCa may show differences when you upgrade to the newest version. When upgrading to a newer version of the program, you may encounter some differences associated with opening models created in older versions. </p>\n<p>To get updated, please read the <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">release notes</a> for every major and minor version released, together with patch updates and <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">lists of resolved bugs</a>.</p>\n<p>Below is a list of the most important changes for each new version of the program that may lead to some changes in results:</p>\n<h3>Changes in version 25.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a href=\"https://preview.ideastatica.com/support-center/smooth-results-with-precise-meshing#25-1-CHS-mesh\">Update of the FEM mesh for CHS members</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/updated-cbfem-solver#member-calculation-25-1\">Stepped analysis in Member</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/steel-pins#25-1-pin-buckling\">Buckling calculation of models with pins</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/connection-analysis-0-or-doesn-t-reach-100#warning-big-deformation\">Large deformation warning</a></li>\n</ul>\n<p>CONCRETE</p>\n<p>There were several essential improvements to the underlying analysis model. The anchor mesh has been refined, the bond stiffness has been recalibrated, and the whole system of constraints between anchors and concrete block has been enhanced to better reflect real load-slip behavior. In addition, the contact interaction representing the bearing of anchors against concrete under shear loading has been tuned based on internal research, various studies, and code guidance. Altogether, these refinements improve the realism of the load transfer mechanism, which means that the results may differ from previous versions — typically being more realistic and less conservative, while remaining safe.</p>\n<p>Read the <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">highlights</a> and the <a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\">full list of improvements</a> in Release notes IDEA StatiCa 25.1.</p>\n<h3>Changes in version 25.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Geometrically nonlinear analysis</a> (GMNA)</li>\n <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Weld spreading area</a></li>\n</ul>\n<p>Read the <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">highlights</a> and the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 25.0.</p>\n<h3>Changes in version 24.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes improved</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<p>Read the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights</a> and the <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.1.</p>\n<h3>Changes in version 24.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Out of surface load warning in Member</a> (patch 23.1.1)</li>\n <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Extend the member using the cut operation</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Accurate calculation of the shear resistance of slabs</a> (patch 23.1.2)</li>\n</ul>\n<p>BIM and CLOUD SERVICES</p>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free structural design hub for all supported FEA and CAD</a>, and termination of the free Viewer plugins</li>\n</ul>\n<p>Read the <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">highlights</a> and the <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.0.</p>\n<h3>Changes in version 23.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Welds – autodesign, input, warnings, visualization</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Shear force position input and visualization</a> (since patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Yield strength reduction for high-strength steel hollow sections</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warning for welds and bolts connecting the same plates</a> (since patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Filler plate (packing plate) recognition</a> (since patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detailed calculation of connection design material values displayed in the plates' result table</a></li>\n <li>AISC steel and bolt grade materials for AISC360-22 (since patch 23.0.4)</li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularity detection in Member</a> (since patch 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check advancements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Release notes IDEA StatiCa 23.1</a>.</p>\n<h3>Changes in version 23.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Qualification checks of seismic prequalified connections for AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Update of ANSI/AISC 360-22, CSA S16:19 standards, and Taiwain sections</a> </li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Anchors with stand-off</a> (since patch 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Eurocode updates to thin-walled members and anchors</a></li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Edge indexing in Member and Connection models</a></li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Load Extreme Selection</a> (since patch 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Limited stress check feature in Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementation of long-term losses in Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Improvements for ACI 318-19 in Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Imperial rounding improvements in Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Equivalent time for deflection in Beam</a> (since patch 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Triangular mesh in concrete Member</a></li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check improvements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Release notes IDEA StatiCa 23.0</a>.</p>\n<h3>Changes in version 22.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle to the grain of the steel-to-timber connections</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">GMNIA solver extended to shear and torsion effects</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes IDEA StatiCa 22.1</a>.</p>\n<h3>Changes in version 22.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium by default</a></li>\n <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis - how the results are displayed</a></li>\n <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a></li>\n <li>Connection Lite update</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of eccentricity definition of a normal force for concrete columns according to Eurocode</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Release notes IDEA StatiCa 22.0</a>.</p>\n<h3>Changes in version 21.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts in version 21.1 and onwards</a></li>\n <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</a></li>\n <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP 16</a></li>\n</ul>\n<p>For users of <strong>Template Manager</strong>, use version 21.1 to <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transfer your designs into the new Connection Library</a>.</p>\n<p>Read the full list of improvements in <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Release notes IDEA StatiCa 21.1</a>.</p>\n<h3>Changes in version 21.0</h3>\n<p>The biggest change since version 21.0 is in the analytical model of members in Connection, please read the <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Updated CBFEM solver</a> article, and the <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Condensed superelements - invisible but essential</a> blog post. The impact of the changes is also described in <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Analysis model improvements in IDEA StatiCa version 21.0</a> article.</p>\n<p>Read the full list of improvements in <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Release notes IDEA StatiCa 21.0</a>.</p>\n<h3>Changes in version 20.1</h3>\n<p>Here, we point out articles describing the main differences between the older and newer version.</p>\n<ul>\n <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Improved model of contacts</a></li>\n <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Butt welds upgraded model</a></li>\n <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Bolt bearing distances for Eurocode</a></li>\n <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Connecting plate eccentricity</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Release notes IDEA StatiCa Steel 20.1</a> and <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Release notes IDEA StatiCa Concrete 20.1</a>.</p>\n<h3>Changes in version 20</h3>\n<p><strong>Cleat manufacturing operation refactoring</strong></p>\n<p>In the previous version Cleat manufacturing operation sometimes made L cross-section legs swapped, mostly while the members were rotated along the longitudinal axis. From now on, the L sections are positioned correctly, and the legs orientation is kept the same while introducing rotation to the member. The new mechanism behind is based on the new member positioning (by its LCS coordinates - rather then it's Rotations).</p>\n<p><strong>Local coordinate systems of the members in FEA/CAD applications</strong></p>\n<p>All member entities in FEA/CAD applications are created in a way that their definition axis has the start and the end. These two points are taken as a vector to define the local coordinate system of the member. In each FEA/CAD application project are these data information stored and can be used during the import. We took advantage of that, and it helps to improve the correctness of our BIM link geometry import. On the other hand, it changes the rules of the game, and the user must pay attention to the way how the model is created in FEA/CAD because it has an impact on the CBFEM Connection model also. We recommend to pay attention while importing from FEA/CAD projects into the version 20, the local coordinate system of the members may change the model to and difference compared to the model imported into the previous versions is eminent. </p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"Compatibility of versions\"></figure>\n<p><strong>Member application projects compatibility</strong></p>\n<p>IDEA StatiCa Member application passes through agile development, especially the data storage architecture and the guided user interface. Based on this it's obvious that the projects created in the older versions may not be correctly opened in version 20 or the application may fail to open them. Please be aware of that and excuse IDEA StatiCa for inconvenience. </p>\n<p>Read the full list of improvements in <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Release notes IDEA StatiCa Steel 20.0</a> and <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Release notes IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changes in version 10.1 and older</h3>\n<p>One of the reasons behind the new GUI is that a lot of engineers were saying: „IDEA StatiCa Connection needs to be more error-proof”. These “errors” are usually related to:</p>\n<ul>\n <li>Setting the correct <strong>length of members</strong> – in cases of extremely short or long members, this can hugely influence the results. Since version 9, IDEA StatiCa Connection automatically sets an appropriate length of all members.</li>\n <li><strong>Welds </strong>– stress plastic redistribution is by far the most accurate design method for welds and was introduced in version 7.1. During version 8 – and as a transition period - it was the default method, coexisting with the other evaluation methods. Since version 9, this method is the only option available and the other evaluation methods have been removed, to avoid confusion among the users, as we have seen through our helpdesk. This ensures that all welds in the project are safely designed and complying with the code.</li>\n</ul>\n<p>We have implemented several <strong>control mechanisms</strong> for IDEA StatiCa Connection since version 9.0 – automatic-check when the connection is modeled in a recommend way (singularity check, member lengths, their offsets, …). If the connection is not modeled properly, the calculation is interrupted or an error message is displayed. Please be aware that because of all of these improvements, opening projects from previous versions can lead to a different model geometry that may need some further editing.</p>\n<p>We have also improved <strong>meshing </strong>of hollow sections members – IDEA StatiCa Connection since version 9.0 generates finer meshing on hollow section members which might lead to slightly different results compared to older versions.</p>\n<p>We display the compatibility warning on each opening of a project from the older versions:</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"Compatibility of versions\"></figure>"
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"value": "<h2>Version 24.0 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n71180d74_9ffb_01b9_ff7c_9029ec3daf3c\"></object>\n<h2>Steel Connection Design</h2>\n<ul>\n <li><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\"><strong>Parametric templates</strong></a> reduce clicks for standard connections by up to 80%. </li>\n <li><a data-item-id=\"987e0d3d-116f-47b8-8fea-cd8dde608cc3\" href=\"\"><strong>Sketches</strong></a><strong> </strong>now contain<strong> </strong>all necessary data for detailers (editable, readable). </li>\n <li><strong>Connection Library</strong> database increased from 400k to 700k, with new filters (AISC/EN,…). </li>\n <li>One-click <a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\"><strong>Weld Sizing</strong></a><strong> </strong>to full capacity of all welds in the connection. </li>\n <li><a data-item-id=\"5d596a87-216d-478c-9091-8e8f710ad06e\" href=\"\"><strong>Auto-Design of Bolts</strong></a> for shear connections.</li>\n <li><a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>PJP Welds</strong></a> for AISC</li>\n <li>Eurocode only: Modeling <a data-item-id=\"659f367d-2583-4cff-8e95-d103961e93bb\" href=\"\"><strong>Pins</strong></a>,<strong> </strong><a data-item-id=\"b5fdc985-c8bd-41af-abf8-d6722fc84d43\" href=\"\"><strong>Welds optimization</strong></a><strong> </strong>using machine learning. </li>\n <li><a data-item-id=\"cc8f87c9-d20b-43dd-aa50-854bfddabc04\" href=\"\"><strong>Hooked anchors/L-bolts in AISC</strong></a> (<strong>Anchoring update</strong> for Australian/Indian codes).</li>\n <li>A set of <a data-item-id=\"216f23aa-de26-43f7-bf03-59d5c905f88b\" href=\"\"><strong>features and improvements</strong></a> for the comfort of everyday modeling routines.</li>\n <li>You can<strong> </strong><a data-item-id=\"a22aefcd-b75f-4a55-a16e-0f1d664dd7e2\" href=\"\"><strong>change the language of the Report</strong></a><strong> </strong>without affecting the language of the application.</li>\n</ul>\n<h2>Concrete Detail Design</h2>\n<ul>\n <li><a data-item-id=\"382192dd-b0af-4352-b8e2-67196db3c59f\" href=\"\"><strong>Footings</strong></a><strong> and </strong><a data-item-id=\"62787805-f419-46e2-a87d-5e9d938e10a3\" href=\"\"><strong>Walls</strong></a> using 3D model type in IDEA StatiCa Detail. You can structurally design footings and walls loaded out of the plane and see their real behavior. This functionality is in BETA and early access, as verifications are still ongoing. </li>\n <li><a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\"><strong>Intuitive modeling</strong></a> with bulk modifications, faster 3D scene, and calculation speed.</li>\n <li><a data-item-id=\"a1254395-e1e9-4f5f-9cb2-659d78636ef7\" href=\"\"><strong>Report</strong></a><strong> </strong>fully customizable, with<strong> </strong>theoretical background, and reordering of items. </li>\n <li><a data-item-id=\"6ef53c71-e5ea-449b-86e5-e040904eac1d\" href=\"\"><strong>Export</strong></a> of a footing from the Connection app to Detail.</li>\n <li>Some small <a data-item-id=\"395f4930-13ed-462a-b2ba-1de744864390\" href=\"\"><strong>enhancements</strong></a> that have an immense impact on the Detail application.</li>\n <li>Utilize the <a data-item-id=\"ede447fe-7a31-421c-951b-b4b5d291ff2d\" href=\"\"><strong>RCS API for streamlined and efficient design processes</strong></a>.</li>\n</ul>\n<h2>BIM and Checkbot</h2>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\"><strong>FREE version of Checkbot</strong></a> for engineers, detailers, EORs, and others without a commercial license of IDEA StatiCa. This replaces FREE CAD plugins. </li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>Checkbot ready for big projects</strong></a>, reliably handling imports (<30 secs) from models with up to 1,000 nodes and opening them 50% faster due to improved file rendering. </li>\n <li>Cloud app<strong> </strong><a data-item-id=\"8e0407fe-f601-4810-b98b-3725be29d5e9\" href=\"\"><strong>Viewer</strong></a> now displays load effects and has improved uptime and load time. </li>\n <li>Check the compatibility with your software in the list of <a data-item-id=\"c47fe8a4-faa9-45bd-9e52-346863674f26\" href=\"\"><strong>supported versions in 24.0</strong></a></li>\n</ul>\n<h2>Usability and Licensing</h2>\n<ul>\n <li>Logging in using <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Single Sign-On</strong></a> and <a data-item-id=\"71c42530-7c6f-4d69-82ba-5848a74e0ba1\" href=\"\"><strong>User Portal improvements</strong></a> </li>\n <li><a data-item-id=\"6a6fd072-8be0-48d4-9319-5a3ebf2ad0c7\" href=\"\"><strong>Keyboard shortcuts</strong></a> and <strong>a new language</strong> (Brazilian Portuguese) </li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\"><strong>Shared preferences</strong></a> to manage settings across projects and apps </li>\n <li>New <a data-item-id=\"681b748a-eb87-4148-8329-a31be6a2c184\" href=\"\"><strong>Error messaging</strong></a> and <a data-item-id=\"27ac2cc3-d891-4fcd-af3f-ea3b93fbb440\" href=\"\"><strong>Tooltips</strong></a> with links to the support center</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1a4a13e9_f2b7_0148_732e_641a40338c19\"></object>"
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"value": "<h2>1 New project</h2>\n<p>Run the <strong>IDEA StatiCa Connection</strong>. Everything starts on the <strong>Steel</strong> card. </p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Keep default settings</strong> for anchoring topology and step into the app. </p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Design</h2>\n<p><strong>After creating the solution</strong> from the template, to move the footing to the edge, we have to <strong>explode the template to separate operations. </strong></p>\n<figure data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fea954d-3d4b-4484-8cc8-1623c694e003/1.png\" data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" alt=\"\"></figure>\n<p>Let's adjust the baseplate and set <strong>The Shear Force transfer</strong> as<strong> Friction</strong>. </p>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><em>Note: Since the release of </em><em><strong>version 24.1, IDEA StatiCa Detail</strong></em><em> has been out of BETA for </em><em><strong>3D anchoring design</strong></em><em>. With this new version, shear can be transferred through anchors, shear lugs, and friction, too. </em></p>\n<p><strong>Input the internal forces</strong> for biaxially loaded anchoring. The internal forces cause compression stress on the contact between the ground and the concrete block. By default, the concrete block is assumed to be cracked. </p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Check</h2>\n<p><strong>Move</strong> to card,<strong> Check</strong> and <strong>Calculate</strong>. The code check proves the failure mode on the anchors. Let's explore more in detail about it.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Let's explore the potential failures for tension, shear, and mutual interaction according to EN 1992-4. </p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Please review the Detailed Check</strong> <strong>of the Anchors,</strong> as it reveals a nonconformity on the first page. <strong>This will inform you of the code-checks that you need to perform manually or using other methods</strong>, as they are not included in IDEA StatiCa Connection. It is recommended that you take the necessary actions to address this issue.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>Due to the failure of <strong>Anchor Check</strong>: </p>\n<ul>\n <li>The problem is caused by the <strong>Concrete breakout resistance of anchors in tension and shear</strong></li>\n <li><strong>This issue can be easily solved in IDEA StatiCa Detail, powered by the 3D CSFM method</strong>. It helps you overcome the model of plain concrete cracked blocks in IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Export</h2>\n<p>The in-house developed application<strong> IDEA StatiCa Connection now features a powerful BIM link into Detail</strong>, allowing for the design and check of reinforced concrete blocks with multiple combinations.</p>\n<p>Prerequisites for export: </p>\n<ul>\n <li>The model has to be<strong> pre-calculated and the results included</strong></li>\n</ul>\n<p>Go to the card <strong>Check -> RC check -> Save.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>The export is allowed only for anchoring topology. The export allows the transfer of:</p>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: Post installed (Adhesive) /Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook/Headed stud</li>\n <li>Friction coefficient</li>\n</ul>\n<h2>5 Design</h2>\n<p>This section will allow you to modify Members, Supports, Loads&Combinations, and Rebar assembly.</p>\n<h3>Support</h3>\n<p>The ground has some stiffness, which should be considered for precise design. The <strong>Surface Support</strong> enables stiffness in all three directions and is set <strong>as default inactive in tension</strong> (boundary nonlinearity).</p>\n<ul>\n <li>Please be cautious while making assumptions about boundary conditions. In the case of nonlinearity, if the moments are quite high, the concrete block's support in tension may turn over during analysis, causing large rotations. This may lead to a divergent model due to the flexible body motion.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Transfer devices</h3>\n<p>The anchors are taken over from IDEA StatiCa Connection. Two types of anchors can be selected.</p>\n<p>Cast-in-place anchors: </p>\n<ul>\n <li>Pre-installed anchors with the same properties in bond as the reinforcement bars</li>\n</ul>\n<p>Post-installed (Adhesive) anchors:</p>\n<ul>\n <li>Post-installed (chemical anchors) with the option to customise your bond strength based on the actual bond strength.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Pay attention to the correct setting of the <strong>Interconnection with a base plate</strong>. In the case of importing the footing from the Connection application, the <strong>Transfer of axial forces</strong> should be <strong>OFF</strong>, and the <strong>Transfer of shear</strong> should be <strong>ON</strong>. The reason is that the anchors are loaded directly by forces. You can read more about this here.</p>\n<p>If you were to design a footing from scratch in the Detail application, both options would be ON. When transferring shear through anchors, the user must determine which anchors will bear the shear force and select the corresponding checkbox. This aligns with EN requirements, which specify that shear should only be assigned to anchors effective for the concrete edge failure check.</p>\n<h3>Reinforcements</h3>\n<p>Set the concrete cover to 40 mm, which will be used as the default value for the reinforcement.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Select the <strong>Rebar-Assembly(1)-->Group of the bars 3D(2) </strong>and filling out the <strong>Diameter</strong>, <strong>Properties</strong> and <strong>Geometry(3)</strong>. </p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the <strong>Surface</strong>. All the other options are retained. </p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the options below. </p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copy </strong>the operation and change the options below. </p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Loads and combinations</h3>\n<p>Combinations are taken over from IDEA StatiCa Connection. All the consequences of import are mentioned <br>\nin detail in - Import of anchoring from Connection to Detail.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<p>Let's create the <strong>Self-weight:</strong></p>\n<figure data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ae675a-14f5-4777-bb5a-f71dd34b0b1a/10.png\" data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" alt=\"\"></figure>\n<p>Create a combination with Self-weight, and add the coefficient for self-weight = 1.35 according to the codes <br>\nEN 1991-1-1</p>\n<figure data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bfc20268-0bc8-4f33-b60f-d84054bb7d91/10_1.png\" data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" alt=\"\"></figure>\n<h2>6 Check</h2>\n<p><strong>Before running the analysis</strong>, we highly recommend <strong>changing the mesh multiplier</strong> to two or three in order to speed up the calculation. This step is not mandatory, but it can reduce computational time and help detect any divergence issues. <strong>If everything works smoothly and no problems arise, you can switch back to a multiplier of one</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Results</h2>\n<h3>Equivalent Principal Stress</h3>\n<p>The <strong>equivalent principal stress (EPS)</strong> in concrete is determined based on the volume behaviour of the concrete block. The areas that experience the highest load are identified and highlighted. In order to gain insight into the confinement in contrast with uniaxial compression, the equivalent stress is calculated using the kappa factor. More information about equivalent principal stress is enclosed in this article of the theoretical background.</p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Stress in rebars</h3>\n<p><strong>During the Reinforcement Check</strong>, it is critical to note that the anchor close to the corner is maximally utilised. </p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>When displaying the utilisation of reinforcement, the user can clearly see which reinforcement contributes to transferring the load and preventing the concrete cone failure.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Anchorage</h3>\n<p>Double-check the <strong>Anchorage</strong> settings and activate the <strong>Total Force in Anchors</strong>. The forces in the anchors may vary slightly due to the different calculation approaches regarding the concrete block. The differences are not significant, though. </p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Deformations</h3>\n<p>Move to <strong>Auxiliary</strong> and turn on the <strong>Deformation</strong>.</p>\n<p>It is not necessary to perform a deformation check for ULS, but it is highly recommended to check the deformation after analysis to ensure that the model is not experiencing large deformation, large rotation or any finite element is damaged. This will provide an overview of the analysis results and help identify any issues that may have arisen during the analysis.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Report</h2>\n<p>At last, go to the <strong>Report Preview/Print</strong>. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>You have checked the whole connection design according to the codes EN 1993-1-8 and EN 1992-4. 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"value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n <li>Members</li>\n <li>Supports</li>\n <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n <li>Whole surface</li>\n <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff. </p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only. </p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p> The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses. </p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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"value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n <li>By two points</li>\n <li>On surface edge</li>\n <li>On surface edge on more edges</li>\n <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. In this case, a 3D scene with the reinforcement displayed is additionally available for better orientation, allowing rotations around two axes.</p>\n<figure data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff3a99a5-1dff-4519-9ab7-13c4571673f2/3D%20Detail%20in%2024.1_22.png\" data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" alt=\"\"></figure>"
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"value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n <li>Summary</li>\n <li>Strength</li>\n <li>Anchorage</li>\n <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview. </p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties. </p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction. </p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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"value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring – can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve. </p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own – see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases – <strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n <li><strong>Multiple anchoring close together</strong> – The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong> – A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n <li><strong>Consideration of existing reinforcement in renovations</strong> – Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included. </li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes – </em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution </h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures. </p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n <li><strong>IDEA StatiCa Connection</strong> – focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n <li><strong>IDEA StatiCa Detail</strong> – The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress. </li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads. </p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>. </p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before – so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. 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"value": "<p>Whether it’s limited space for <a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">anchoring</a>, an unconventional architectural layout, anchoring close to the edge, the need to fasten steel to irregular concrete shapes, or the demand from the construction site to design cast-in plates, these special cases demand more than just typical solutions. That’s exactly where the real design challenge begins.</p>\n<h3>How do structural engineers actually deal with these situations?</h3>\n<p>It starts with assumptions and a lot of manual work and calculations. Hours are spent iterating designs and code-checking. More than often analysed designs lead to unnecessarily oversized footings and plates due to concrete breakouts: </p>\n<ul>\n <li>Concrete edge failure</li>\n <li>Concrete cone failure</li>\n <li>Combination of failures</li>\n</ul>\n<figure data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6505d0c4-6232-48ae-b997-b532639234ec/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" alt=\"\"></figure>\n<p>Take anchoring near the edge, for example. Without reinforcement, it's almost impossible to pass a code-check for concrete edge or cone failure. When anchors are close to each other, you’re suddenly dealing with interacting cones—something most codes advise avoiding altogether. But what do you do when your layout simply doesn't allow for the recommended spacing? </p>\n<p>Supplementary <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">reinforcement needs to be considered</a>. <em>Eurocode 1992-4 - Design of concrete structures - Part 4: Design of fastenings for use in concrete </em>recommends establishing an appropriate strut and tie model. </p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>But what if an atypical shape of concrete block throws a spanner in the works?</p>\n<h3>Tackling anchoring challenges of non-standard concrete block geometries</h3>\n<p>Especially when dealing with irregular geometries or unique layouts that go beyond standard textbook cases, the process is not only time-consuming but also leaves too much room for uncertainty. In such cases, the general shapes can be unpredictable, making it crucial to carefully consider edge distances on all sides. Embedment depth may vary due to differences in block thickness or anchor positioning, and the anchors themselves may not be in the same plane.</p>\n<p>In <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">the latest release of IDEA StatiCa</a>, we’ve added powerful new capabilities to help you design and code-check anchoring in the real-world conditions that do not follow the textbook.</p>\n<p>You can now <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">design and code-check almost any shape of concrete block</a> for anchoring. Whether it’s a pedestal, non-rectangular anchor blocks, extensions of strip foundation, any shape of a wall, or a custom geometry required by architects.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Reinforcement-aware design of cast-in plates</h3>\n<p>In the construction industry, it's common to encounter supporting structures that incorporate both steel and concrete elements. The concrete components often play a key role in providing lateral stability to the steel framework. These elements are typically linked through the use of <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">cast-in plates</a>. Cast-in plates offer reliable anchorage, moreover, they can be fabricated to minimize drilling on construction site. Plates sit flush with the concrete surface, allowing clean and level connections. Cast-in plates are especially favored in applications such as façade support systems, steel frame connections in hybrid concrete-steel buildings, elevator guide rail supports, anchoring mechanical equipment, bridge bearings, and precast concrete panel connections.</p>\n<p>But while their applications are broad, the design can become significantly more complex. The axial forces are resisted by reinforcement in the concrete, which is welded to the steel plate to transfer the load through bond with the concrete. Shear studs, anchors or shear lug resist the shear forces.</p>\n<p>The design resistance of the embedded elements is highly dependent on the position of the concrete reinforcement, especially if the cast-in plate is positioned close to the edge (supporting façade systems).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (with CSFM 3D) automatically takes into account the reinforcement near the cast-in plate, which can significantly increase the loading capacity. 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"value": "<h2>Version 25.0 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4577f87e_589e_0139_aedf_e89eab10e893\"></object>\n<h2>Design anchoring in concrete the way you need</h2>\n<p>If you're regularly designing anchoring in reinforced concrete, especially with cast-in plates or pedestal bases, you’ll immediately notice the performance jump. With the solver overhaul in 25.0, anchoring models that used to run in 15 minutes can now be completed in just three.</p>\n<p>And it’s not just about speed. You now have cleaner, more versatile modeling tools. <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">Want to define cast-in plates with U-, L-, or I-shaped rebars</a>? You can do that in seconds, and reinforcement behavior adapts as you'd expect. <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">Need a custom foundation shape or a multi-level pedestal</a>? Use Boolean operations to carve out exactly what meets your requirements.</p>\n<figure data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/736aa3ef-d821-4660-a3cf-5be8e2fd94ac/Boolein_05.png\" data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" alt=\"\"></figure>\n<h2>Cut setup time with Parametric Templates</h2>\n<p>Manually building steel connections from scratch, or digging through old Excel sheets for reference, slows you down. That’s why version 25.0 introduces a smarter way to design: with over 200 ready-to-use parametric templates you can drop into your project through the new <a data-item-id=\"cc99ba50-ed96-445b-b357-96fbd857ba58\" href=\"\">Connection Wizard</a>.</p>\n<figure data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6b87ac5-5963-4b17-8d3d-aa097d95a325/Combination%20of%20parametric%20template%20and%20unrelated%20operations%200.png\" data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" alt=\"Combination of parametric template and unrelated operations\"></figure>\n<p>Select a joint, adjust the inputs, and watch the 3D preview adapt in real-time. Each template is validated and guided by safe input rules. If you push a parameter too far, you’ll get a warning. If you’re just getting started with IDEA StatiCa, these templates are the quickest way to produce reliable, code-checked designs.</p>\n<p>Need more control? You can “explode” any template into editable operations, giving you full control over the geometry, welds, bolts, and all the elements. You can also build company-specific libraries to standardize workflows and create re-usable templates.</p>\n<h2>Select just the critical connections in Checkbot</h2>\n<p>Got a model with hundreds, or even thousands, of connection nodes? You don’t have time to repeat connection setups one by one. <a data-item-id=\"7ba21733-7480-4d32-8a69-19128290b53a\" href=\"\">IDEA StatiCa Checkbot in version 25.0</a> has been upgraded to handle massive projects effortlessly.</p>\n<figure data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcdcdc0f-f978-415f-8d66-a776df5f5563/Bulk%20workflows%20and%20critical%20load%20filter%20in%20Checkbot%2000a.png\" data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" alt=\"Bulk workflows and critical load filter in Checkbot\"></figure>\n<p>Define a single reference connection with your member types, settings, and force direction. Checkbot automatically groups similar nodes and applies those parameters across the model. That means no more re-entering the same information 50 times. Just one setup, shared across the structure.</p>\n<p>Plus, with the new load extremes filter, out of up to 1,000 load effects, Checkbot pinpoints the critical few. Less computing time, fewer distractions, and no risk of missing the scenarios that actually matter. Once your checks are complete, generate reports in bulk. Choose between detailed outputs or summaries and export everything to PDF with a click.</p>\n<h2>Global-ready workflows</h2>\n<p>If you're working under ACI standards, or collaborating globally, no problem. IDEA StatiCa 25.0 includes full support for <a data-item-id=\"fbf41a21-2c16-4d27-875f-415de12ebcff\" href=\"\">ACI 318-19</a> in both steel and concrete design environments, with terminology that can be toggled between U.S. and UK English.</p>\n<p>In Australia, <a data-item-id=\"7ddfda28-482b-412a-8712-c4bd8c1616e9\" href=\"\">engineers can now work with region-specific code environments</a> fully covering tasks for 2D Detail. And for engineers in China, the GB anchoring code-check has been updated to reflect the latest local requirements.</p>\n<p>Precasters, <a data-item-id=\"aa86833c-cb6b-40d4-956e-f08c3940ec10\" href=\"\">can now export both tendon geometry and mapped reinforcement directly from Beam to Detail</a>, without needing to remodel the geometry and materials. And with <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">RCS now checking for lateral buckling for geometrical imperfections and construction or transport stages</a>, all in a single workflow.</p>\n<figure data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4dee2642-b908-492e-9ae6-f1727c60e720/Export%20from%20BEam%20to%20Detail_04.png\" data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" alt=\"\"></figure>\n<p>To get a complete picture of what IDEA StatiCa version 25.0 contains, be sure to check out the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">release notes</a>, download the latest version, and try it out for yourself using the link below. We cannot wait to hear your feedback!</p>\n<p>You can also sign up for our <a data-item-id=\"0e158996-3bdb-4968-8195-7147e1ed0727\" href=\"\">release webinar</a> to hear a more in-depth guide to the new release from some of the team that is behind bringing you this latest version.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<p><br></p>"
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"value": "<h2>1. Why did the calculation stop early?</h2>\n<p>The stop criteria in the 3D CSFM model ensure simulations halt at defined limits, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a> in the theoretical background for IDEA StatiCa Detail. By default, the \"Stop at Limit Strain\" option is active, stopping calculations when some of ULS criteria are reached. Utilization is checked for concrete, reinforcement, and anchorage. Concrete strain is limited to 5 % in compression and 7 % in tension due to convergence needs. Rebar plastic strain is capped at 5 %, while anchorage uses slip-based limits, not bond stress. This could be caused by several reasons. The most common reason is missing reinforcement. Divergence errors may also arise from an improperly supported model, leading to excessive deformation. Another reason can be that the design is not satisfying for the specified load and is simply overloaded.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. What types of supports can be used in Detail?</h2>\n<p>In 3D detailing, surface supports can add stiffness in all directions. By default, supports are compression-only (gray button), which can cause structures to \"fly away\" due to a lack of tension resistance. To allow tension, toggle the button to white. There are two different suggested approaches: </p>\n<p>1) Use default compression-only support for footings resting on ground, but remember to manually apply self-weight, as it's not exported from IDEA StatiCa Connection. </p>\n<p>2) For submodels (e.g., balconies, pedestals...) with continuous rebars, use standard support and continuous bar anchorage. This adds single-point constraints, ensuring proper force transfer and avoiding errors like concrete cover peeling or model divergence. Without it, models may fail due to strain limits (e.g., 7 % in tension). </p>\n<p>For detailed information about the functionalities of Detail 3D, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Full functionalities of Detail 3D</a>.</p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Why is it so important to follow the detailing rules?</h2>\n<p>The designed reinforcement should follow code-based detailing rules (e.g., supplementary reinforcement for tensile and shear force transfer according to EN 1992-4). Detail 3D ensures proper force flow: compression zones in concrete and tension in rebars. Proper reinforcement is essential as concrete doesn’t transfer tension. Detailing rules are not automated—users must apply them manually, and it is the structural engineer's responsibility to reinforce the concrete block in the correct way. </p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. How do I model shear force transfer correctly?</h2>\n<p>Shear force in base plates can be transferred via friction, anchors, or shear lugs, but only one method can be used at a time. For friction, ensure correct load case sequencing: apply compression (permanent) first, then shear (variable). If done incorrectly, the base plate may \"fly away.\" </p>\n<p>With a proper loading sequence and the friction coefficient set to 0.25, shear force can be transferred for 25% of the compression force. For shear-lugs, full shear force is transferred through them, but they aren't checked in IDEA StatiCa Detail. First, check the shear lugs in IDEA StatiCa Connection, then import into Detail. Load transfer in concrete blocks follows typical stress paths (flanges/web) based on load direction. For anchors, the user can define which anchors are effective for shear transfer. Still, they also aren't checked for shear in Detail—so verify their capacity first in Connection before simulating in Detail. </p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. What to consider when exporting from Connection to Detail?</h2>\n<p>The loads can be applied directly to anchors (tension, compression, shear) or the base plate (all six internal forces). Anchors and base plates are modeled as separate elements, so the force transfer between them must be manually activated through constraints. </p>\n<ul>\n <li>When exporting the anchoring model from IDEA StatiCa Connection (e.g., see <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM link Connection to Detail - Eccentrically loaded anchoring</a>), axial force transfer between anchors and the base plate is turned off to avoid unwanted additional prying of the base plate. </li>\n <li>Alternatively, when modelling from scratch and applying load directly on the base plate, the user has to activate axial and shear transfer between the base plate and anchors.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. What stiffness of the base plate should be set?</h2>\n<p>Setting the correct stiffness of the base plate is also important. Three models are compared in the following figure: </p>\n<ul>\n <li>a flexible base plate exported from Connection, </li>\n <li>a flexible base plate modeled directly in Detail 3D with a load applied at a single point, </li>\n <li>and a rigid base plate with increased thickness, with a load applied at a single point. </li>\n</ul>\n<p>Results showed that flexible plates modeled directly in Detail 3D produce inaccurate stress distributions and artificial prying effects. The rigid plate eliminates these issues, giving results consistent with the Connection export. Anchor forces were similar in the first and the third models, but the second (flexible plate in Detail 3D) overestimated anchor forces by over 30 %, making it an incorrect approach. Therefore, if not exporting from Connection, and loading at a single point, to get the interaction between the base plate and concrete as close to reality as possible, the suggestion is to use the stiff base plate.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d4076e6_85ee_0108_1893_42f54e5d6b8c\"></object>\n<h2>7. What about the contact stress?</h2>\n<p>In Connection, setting a Contact between two steel plates and displaying the contact stress is possible. However, it is a known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">here</a>) that the contact stress between steel plates is neglected during the export from Connection to Detail.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<p>There are two consequences of this for the Detail model:</p>\n<ul>\n <li>Part of the load is missing completely.</li>\n <li>Imported loads are not in equilibrium, and the model can not be calculated because of huge base plate deformations and analysis divergence.</li>\n</ul>\n<p>How to resolve this limitation? There are two options:</p>\n<ul>\n <li>Modify your model in the Connection app so that there is no contact between plates, generating contact stresses. Operations <strong>End Plate</strong>, <strong>Splice</strong>, and <strong>Stiffening plate</strong> (input type <strong>Doubler</strong>) automatically generate contact in the background!</li>\n <li>Delete the load effects exported from the Connection model; select the base plate and change <strong>Load type</strong> to <strong>Column</strong>; add a new <strong>Load case</strong> and a <strong>Load impulse,</strong> and input the internal forces as in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6faacfec-06c2-4cfc-b034-bdd42090afea/What%20about%20the%20contact%20stress%2002.png\" data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" alt=\"\"></figure>\n<h2>8. Why does bond stress exceed 99,9 % so fast?</h2>\n<p>In most models, bond stress in anchorage exceeds 99,9% utilization for very low tension load levels. The reason can be found in the bond stress-strain diagram between the anchor/reinforcement and the concrete, as shown in the figure below. The bond reaches its ultimate stress rapidly, and any further loading leads to plastic deformation of the bond. To determine the ultimate bond stress for the adhesive anchors, see the article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Bond strength for anchors in Detail 3D</a>.</p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. How should I manage mesh settings?</h2>\n<p>Mesh quality is crucial for 3D simulations, especially for nonlinear problems, as it directly impacts calculation time. The mesh multiplier ranges from 0.5 to 5, with 1 being the default. Using a factor of 5 speeds up simulations, helping identify errors, but results may be inaccurate (over 30% error). After verifying the model, the suggested factor is 1 or lower for accurate stress and strain, which increases analysis time. A coarse mesh (higher factor) is used for predesign, while a finer mesh (lower factor) provides more accurate results in the final simulation, especially around anchors.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h2>10. Is it possible to import multiple anchorings?</h2>\n<p>Yes, it is. And what happens after exporting the multiple anchoring from Connection to Detail? Two or more concrete blocks are imported to Detail depending on the number of base plates in the Connection, where every base plate has its own concrete blocks. The known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitation for Detail 3D</a>) is that multiple solid blocks are not supported in Detail. So the user has to delete all blocks besides one, and relate all the other base plates to that block. Then, the correct anchor and weld forces distribution is reached.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h2>Conclusion</h2>\n<p>The 3D CSFM in IDEA StatiCa Detail is a powerful tool for modeling nonlinear concrete and rebar behavior, ensuring compliance with Eurocode and ACI. It effectively handles bond interactions, tension and compression zones, and reinforcement layouts, offering robust anchoring and load transfer solutions. The criteria ensure that calculations stop when critical strain limits are reached, and proper reinforcement detailing is essential for realistic results. Mesh quality is crucial for accurate simulations, with finer meshes providing better precision at the cost of longer analysis times. Supplementary reinforcement, shear force transfer, and correct export settings are also key factors in achieving accurate, code-compliant designs.</p>\n<p>For more detailed information, take a look at the webinar <a data-item-id=\"fe18abc4-7d3c-45ac-97e6-002bf87224ef\" href=\"\">10 Most Frequently Asked Questions for 3D Anchoring</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n52d28e81_1616_01e2_a821_827f1ce6ac7c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ca2405e0_92af_011f_a520_4c427debe025\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2aa41181_a7e4_0123_9223_f5d0a6efae46\"></object>"
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"value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n <li>By two points</li>\n <li>On surface edge</li>\n <li>On surface edge on more edges</li>\n <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. In this case, a 3D scene with the reinforcement displayed is additionally available for better orientation, allowing rotations around two axes.</p>\n<figure data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff3a99a5-1dff-4519-9ab7-13c4571673f2/3D%20Detail%20in%2024.1_22.png\" data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" alt=\"\"></figure>"
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"value": "<p>Na prática, os engenheiros podem encontrar diferentes tipos de elementos finitos (desde simples elementos de barra 1D até elementos de tijolo 3D mais complicados) que são utilizados numa variedade de aplicações para a análise e projeto de elementos estruturais. Uma caraterística comum da maioria dos cálculos na prática tende a ser o comportamento linear dos modelos, cujas vantagens são, sem dúvida, a rapidez, a clareza e simplesmente o facto de, para uma grande variedade de problemas, esta solução ser suficiente.</p>\n<p>Especialmente no mundo das estruturas de betão, acontece frequentemente que a abordagem linear não é suficiente, simplesmente porque após o aparecimento das primeiras fissuras no elemento carregado, as tensões são redistribuídas e o problema torna-se significativamente não linear.</p>\n<p>Para estes casos, é necessário escolher uma das abordagens mais sofisticadas. Para casos 1D, é frequente encontrar métodos analíticos definidos diretamente nos códigos. Por exemplo, os populares modelos Strut e Tie podem ser construídos para elementos planos 2D e regiões de descontinuidade (regiões D), ou o método de campo de tensão mais sofisticado implementado no IDEA StatiCa Detail, CSFM, pode ser utilizado.</p>\n<p>No entanto, se o engenheiro se deparar com um problema que não pode ser simplificado para o comportamento planar, as opções são muito limitadas. Naturalmente, um modelo 3D de escora e tirante pode ser construído ou um software semi-científico pode ser utilizado para uma análise precisa. Esses procedimentos geralmente são demorados, não estão em conformidade com o código e exigem um engenheiro com conhecimento em métodos de modelagem avançados.</p>\n<p>Por este motivo, a IDEA StatiCa desenvolveu e implementou o 3D CSFM (Compatible Stress Field Method) na aplicação Detail. O 3D CSFM estende o CSFM estabelecido para uma terceira dimensão, oferecendo uma solução rápida e em conformidade com o código que é principalmente aplicável ao engenheiro do dia a dia, dando-lhe uma nova capacidade única para abordar com segurança os detalhes complexos das estruturas de betão.</p>"
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"value": "<p>O CSFM 3D define o comportamento do betão com base na teoria da plasticidade de<strong> Mohr-Coulomb modificada</strong> para cargas monotónicas. O método <strong>considera as tensões principais do betão na compressão e as tensões da armadura (</strong><strong><em><sub>σsr</sub></em></strong><strong>) nas fissuras, negligenciando a resistência à tração do betão (corte de tensão), exceto o seu efeito de reforço na armadura (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>reforço de tensão</strong></a><strong>).</strong></p>\n<p><strong><em><sub>σc1r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc2r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc3r</sub></em></strong> ≤<strong><em> 0 MPa</em></strong></p>\n<p>Os varões de reforço estão ligados aos elementos finitos do volume de betão através de elementos de ligação, permitindo o deslizamento entre o betão e o reforço. É de notar que o CSFM 3D <strong>não é adequado para simular betão simples</strong> devido à ausência de tensão, o que pode resultar em deformações enganadoras e divergência de modelos. De um modo geral, a teoria de Mohr-Coulomb inclui duas propriedades fundamentais que regem a evolução da superfície de plasticidade em compressão e parcialmente em tração: o ângulo de atrito interno <em>φ</em> e o parâmetro de coesão <em>c</em>. <strong>O CSFM 3D assume um ângulo de atrito interno nulo </strong>(Fig. 1e), conduzindo a um dimensionamento conservador devido à semelhança da superfície de plasticidade com o modelo de Tresca, que é independente do primeiro invariante de tensão.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Pressupostos básicos do CSFM 3D: (a) tensões principais no betão; (b) tensões na direção da armadura;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) diagrama tensão-deformação do betão em termos de tensões máximas; (d) diagrama tensão-deformação da armadura}}\\) \\( \\textsf{\\textit{\\footnotesize{em termos de tensões nas fissuras e deformações médias; (e) círculos de Mohr para o modelo de betão em CSFM 3D; (f) tensão de corte da ligação - deslizamento}}\\) \\( \\textsf{\\textit{\\footnotesize{relação para verificações do comprimento de ancoragem.}}}\\)</em></p>\n<h4>Betão</h4>\n<p>O modelo de material apresentado é um modelo de plasticidade multi-superfície dado pela combinação dos modelos de Mohr-Coloumb e Rankine para carregamento monotónico. É importante notar que este modelo não aborda a descarga, pelo que as variáveis de estado não são armazenadas, como seria o caso nos modelos clássicos de plasticidade utilizados para cargas cíclicas.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>Como já foi referido, o modelo de material destina-se a ser utilizado em aplicações que calculam a resposta do betão armado (não é adequado para betão simples). Isto deve-se à exclusão do betão em tração. Por conseguinte, o modelo nem sequer é adequado para elementos estruturais em que as regras de dimensionamento do betão armado, tais como a taxa de armadura mínima, o espaçamento máximo entre barras, etc., não são cumpridas. Deve também ser acrescentado que, por razões de estabilidade numérica, é definida uma capacidade de tração muito pequena no modelo. A parte de tração é limitada por planos correspondentes ao modelo de Rankine.</p>\n<p>O modelo CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, considera um ramo infinitamente plástico após a tensão de pico ser atingida). Esta simplificação não permite a verificação da capacidade de deformação das estruturas que roem à compressão. No entanto, a sua capacidade última é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução<sub>𝜂𝑓𝑐</sub> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>fc</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<p>A <em>fc</em><em><sub>,red</sub></em> é então comparada com a Tensão Principal Equivalente σc<em><sub>,eq</sub></em> no betão, que será definida mais tarde, naturalmente, com a consideração de todos os factores de segurança prescritos pelo código.</p>\n<p>Uma descrição detalhada do modelo de betão pode ser encontrada na seguinte ligação:</p>\n<ul>\n <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Modelo de material de betão para detalhe 3D</strong></a></li>\n</ul>\n<h4>Reforço</h4>\n<p>O diagrama bilinear tensão-deformação para varões de armadura, tal como definido pelos códigos de projeto (Fig. 1d), representa um modelo idealizado. Este modelo requer o conhecimento das propriedades básicas da armadura durante a fase de projeto, especificamente a classe de resistência e ductilidade. Em alternativa, os utilizadores têm a opção de definir uma relação tensão-deformação personalizada.</p>\n<p>A rigidez à tração é considerada através da modificação da relação tensão-deformação do varão de reforço nu para captar a rigidez média dos varões embebidos no betão (<sub>εm</sub>) (Fig. 1b).</p>\n<h4>Ancoragem</h4>\n<p>O deslizamento da ligação entre a armadura e o betão é introduzido no modelo de elementos finitos considerando a relação constitutiva simplificada rígida-perfeitamente plástica apresentada na (Fig. 1f), sendo <em><sub>fbd</sub></em> o valor de projeto (valor facturado) da tensão última da ligação especificada pelo código de projeto para as condições específicas da ligação.</p>\n<p>Este é um modelo simplificado com o único objetivo de verificar as prescrições de ligação de acordo com os códigos de projeto (i.e., ancoragem do reforço). A redução do comprimento de ancoragem quando se utilizam ganchos, laços e formas de barra semelhantes pode ser considerada através da definição de uma determinada capacidade na extremidade da armadura, como será descrito mais adiante.</p>\n<h4>Ancoragens</h4>\n<p>O elemento da ancoragem é definido como sendo capaz de transferir forças normais de tração ou compressão, bem como forças de corte, considerando também a rigidez à flexão. No entanto, apenas é avaliada a tensão normal nas ancoragens.</p>\n<p>Estão disponíveis dois tipos de ancoragens:</p>\n<ul>\n <li>Ancoragem adesiva</li>\n <li>Reforço no local</li>\n</ul>\n<p>O comportamento da armadura de betão armado é o mesmo que o da armadura clássica (tipo de ancoragem, ligação, etc.) <strong>. Para as ancoragens adesivas, é possível definir diretamente o valor de projeto da resistência da ligação.</strong> Este valor deve ser lido na ficha técnica do fabricante.</p>"
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"value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory is a mathematical model describing the response of<strong> </strong>brittle materials, to shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the compressive strength far exceeds the tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In structural engineering, it is used to determine failure load as well as the angle of fracture for displacement of fracture surface in concrete and similar materials. Coulomb's friction hypothesis is used to determine the combination of shear and normal stress that will cause a fracture of the material. Mohr's circle is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the principle of normality, the stress introduced at failure will be perpendicular to the line describing the fracture condition. </p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the angle of friction. This makes the strength of the material determinable by comparing the external mechanical work introduced by the displacement and the external load with the internal mechanical work introduced by the strain and stress at the line of failure. By conservation of energy, the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 5.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 6.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases. </p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 5, where the real angle of internal friction is used, and Figure 6, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way. </p>\n<p>\\[\\kappa = \\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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"value": "<h3>Equações de equilíbrio</h3>\n<p>A teoria das pequenas deformações permite a montagem da equação de equilíbrio com base no volume não deformado, utilizando uma abordagem de primeira ordem.</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Equações de equilíbrio e representação gráfica em elemento infinitesimal}}}\\]</em></p>\n<h3>Equações de compatibilidade</h3>\n<p>Um corpo sólido é constituído por volumes infinitesimais ou pontos materiais, cada um dos quais está interligado sem intervalos ou sobreposições. As condições matemáticas devem ser respeitadas para evitar a ocorrência de lacunas ou sobreposições quando um corpo contínuo sofre deformação.</p>\n<h3>Equações constitutivas</h3>\n<p>As equações constitutivas que regem o comportamento dos elementos 3D desempenham um papel fundamental na análise do comportamento dos materiais em mecânica estrutural. Estas equações são formuladas para acomodar o <strong>comportamento isotrópico</strong> não linear, que é válido para barras <strong>de blocos sólidos </strong>no IDEA StatiCa Detail.</p>\n<p>Quando se trata de uma <strong>parede 3D</strong>, é essencial ter em conta o <strong>comportamento </strong>ortotrópico ao longo da sua espessura, prestando especial atenção à tensão no betão devido à ausência de armadura transversal. A ortotropia é causada pela permissão da tensão no betão numa direção fora do plano. As propriedades do material, como o módulo de elasticidade e o coeficiente de Poisson, permanecem as mesmas.</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Matriz de conformidade isotrópica linearmente elástica}}}\\]</em></p>"
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"value": "<p>O modelo de análise de elementos finitos não linear (inelástico) é criado por vários tipos de elementos finitos utilizados para modelar o betão, a armadura e a ligação entre eles. Os elementos de betão e de armadura são inicialmente malhados de forma independente e depois interligados através de restrições multiponto (elementos MPC). Isto permite que o reforço ocupe qualquer posição não limitada aos nós da malha tetraédrica. Para verificar o comprimento da ancoragem, a ligação e a extremidade da ancoragem, são inseridos elementos de mola entre a armadura e os elementos MPC.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 10\\qquad Modelo de elementos finitos: elementos de reforço mapeados para a malha de betão utilizando elementos MPC e de ligação}}}\\]</em></p>\n<h4>Betão</h4>\n<p>O betão é analisado utilizando <strong>elementos tetraédricos mistos com rotações nodais</strong>. Os elementos tetraédricos permitem-nos criar malhas em regiões de qualquer topologia, enquanto a formulação implementada garante resultados de deformação precisos (sem tensões de corte espúrias, conhecidas como efeito de bloqueio de corte), mesmo para malhas grosseiras que não seriam adequadas para a formulação de elementos tetraédricos lineares.</p>\n<p>É utilizada a integração total. Isto significa que cada elemento está equipado com quatro pontos de integração situados dentro do volume. Esta integração produz um campo preciso de deformação e tensão, permitindo uma avaliação e apresentação suficientes dos resultados em todo o volume. Posteriormente, os critérios de paragem são estabelecidos com base no valor do ponto de integração.</p>\n<h4>Reforço</h4>\n<p>As armaduras são modeladas por elementos de \"barra\" 1D de dois nós (CROD), que apenas têm rigidez axial. Estes elementos são ligados a elementos especiais de \"ligação\" que foram desenvolvidos para modelar o comportamento de deslizamento entre um varão de reforço e o betão circundante. Estes elementos de ligação são posteriormente ligados por elementos MPC (multi-point constraint) à malha que representa o betão. Esta abordagem permite a criação de malhas independentes para a armadura e para o betão, enquanto a sua interligação é assegurada posteriormente.</p>\n<h4>Elementos de ligação</h4>\n<p>O comprimento de ancoragem é verificado através da implementação das tensões de corte de ligação entre os elementos de betão (3D) e os elementos do varão de reforço (1D) no modelo de elementos finitos. Para este efeito, foi desenvolvido o tipo de elemento finito \"ligação\".</p>\n<p>O elemento de ligação é definido como um elemento finito de casca ligado a elementos que representam a armadura pela primeira camada e pela segunda camada à malha de betão através de restrições multiponto (elementos MPC). É de notar que o elemento de ligação é sempre apresentado neste artigo com uma altura diferente de zero, que é, no entanto, definida como infinitesimal no modelo.</p>\n<p>O comportamento deste elemento é descrito pela tensão de ligação, <em><sub>τb</sub></em>, como uma função bilinear do deslizamento entre os nós superior e inferior, <em>δu</em>, ver (Fig. 11).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad (a) Ilustração concetual da deformação de um elemento de ligação; (b) função de deformação de corte}}}\\]</em></p>\n<p>O módulo de rigidez elástica da relação ligação-deslizamento, <em>Gb</em>, é definido da seguinte forma:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em><sub>kg</sub></em> coeficiente dependente da superfície do varão de reforço (por defeito, <em>kg</em> = 0,2)</p>\n<p><em><sub>Ec</sub></em> módulo de elasticidade do betão (tomado como <em>Ecm</em> no caso de EN)</p>\n<p>Ø o diâmetro do varão de reforço</p>\n<p>Os valores de cálculo (valores ponderados) da tensão última de corte da ligação, <em><sub>fbd</sub></em>, fornecidos nos respectivos códigos de cálculo selecionados EN 1992-1-1 ou ACI 318-19 são utilizados para verificar o comprimento da ancoragem. O endurecimento do ramo plástico é calculado por defeito como <em>Gb/105</em>.</p>\n<h4>Mola de ancoragem</h4>\n<p>O fornecimento de extremidades de ancoragem aos varões de reforço (i.e., curvas, ganchos, laços...), que cumprem as prescrições dos códigos de dimensionamento, permite a redução do comprimento de ancoragem básico dos varões<em>(lb</em><em><sub>,net</sub></em>) por um determinado fator β (referido como o \"coeficiente de ancoragem\" abaixo). O valor de projeto do comprimento de ancoragem<em>(lb</em>) é então calculado da seguinte forma:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad Modelo para a redução do comprimento de ancoragem: a) Força de ancoragem ao longo do comprimento de ancoragem de }}}\\] \\[ \\textsf{\\textit{\\footnotesize{a barra de reforço, b) lei constitutiva da força de ancoragem por deslizamento}}\\]</em></p>\n<p>A redução do comprimento de ancoragem é incluída no modelo de elementos finitos através de um elemento de mola na extremidade da barra (Fig. 12a), que é definido pelo modelo constitutivo apresentado na (Fig. 12b). A força máxima transmitida por esta mola<em>(</em><em><sub>Fau</sub></em>) é:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>onde :</p>\n<p><em>β</em> o coeficiente de ancoragem baseado no tipo de ancoragem</p>\n<p><em><sub>Como</sub></em> a secção transversal do varão de reforço</p>\n<p><em><sub>fyd</sub></em><em> </em>o valor de projeto (valor calculado) da tensão de cedência da armadura</p>"
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"value": "<h3>Placa de base</h3>\n<p>A placa de base é modelada como um elemento de casca linear. O material de aço utilizado para as placas de base é definido no separador Materiais. A única propriedade física é o módulo de elasticidade <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad A definição do material da placa de base}}}\\]</em></p>\n<p>A placa de base pode ser carregada por uma carga pontual (Fx, Fy, Fz, Mx, My, Mz) e por um grupo de forças (Fx, Fy, Fz), utilizado principalmente para carregar modelos exportados do IDEA StatiCa Connection. Note que as cargas pontuais e os momentos pontuais carregam diretamente o nó correspondente da placa de base. Isto significa que não há redistribuição, apenas pela rigidez da placa de base.</p>\n<p>Esta implementação permite importar efeitos de carga da Ligação IDEA StatiCa que são aplicados à placa de base na localização dos elementos finitos de soldadura individuais com o valor e a direção determinados a partir da tensão geral desse elemento finito de soldadura. Para mais informações, consulte o capítulo correspondente deste documento.</p>\n<p>O contacto apenas por compressão friccional é definido entre a placa de base e o betão. Para a <strong>transferência de cisalhamento</strong>, o utilizador pode escolher entre três opções:</p>\n<ul>\n <li><strong>Por ancoragens</strong></li>\n <li><strong>Por fricção</strong></li>\n <li><strong>Por olhal de cisalhamento</strong></li>\n</ul>\n<p>O software não permite a combinação destes mecanismos de transferência de cisalhamento.</p>\n<p><strong>O</strong> coeficiente<strong>de atrito</strong> deve ser introduzido como um valor projetado (calculado). No caso de a força de corte resultante <em><sub>Fxy</sub></em><em> </em>exceder a força de pressão <em><sub>Fz</sub></em> vezes o coeficiente de atrito <em>μ</em>, o cálculo pára e nem todas as cargas se aplicam ao modelo. A condição é escrita da seguinte forma:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>Isto pode ser visto no exemplo seguinte, onde são considerados dois casos de carga.</p>\n<ul>\n <li>LC1 - Tipo permanente - <sub>Fz</sub> = 100 kN</li>\n <li>LC2 - Tipo variável - <sub>Fx</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad Entrada de carga para o exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>No primeiro passo de cálculo, toda a carga permanente é aplicada. Em seguida, a carga variável é aplicada gradualmente até atingir o valor da carga de pressão vezes o coeficiente de atrito.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad Resultados do exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>O gráfico da Figura 16 define o comportamento do contacto de atrito entre a placa de base e o betão.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Gráfico força-deslocamento que descreve o comportamento do contacto por atrito}}\\]</em></p>\n<p>O valor de <em>Fzμ</em> difere para cada incremento do cálculo, enquanto o valor da deformação de corte máxima <em><sub>uxy</sub></em> é constante.</p>\n<p>Se a força normal de compressão <em><sub>Fz</sub></em> e a força de corte <em><sub>Fxy</sub></em> forem introduzidas num tipo de caso de carga (por exemplo, apenas permanente), e a condição de <em><sub>Fxy</sub></em><em> / (</em><em><sub>Fzμ</sub></em><em>) ≤ 1</em> não for cumprida<em>, </em>não será aplicada qualquer carga ao modelo porque a condição não é cumprida em nenhum incremento do cálculo.</p>\n<p><strong>O olhal de corte</strong> está ligado à malha de betão por restrições que permitem apenas a compressão e a transferência de tensões normais.</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Shear lug transferência do mecanismo de corte}}}\\]</em></p>\n<p>O lug de cisalhamento é modelado a partir de elementos de casca lineares, onde o módulo de elasticidade E define o material.</p>\n<p>Os resultados não são avaliados e apresentados para a placa de base, bem como para a barra de corte.</p>\n<h3>Ancoragens</h3>\n<p>Os elementos finitos que representam as ancoragens são modelados de forma a poderem transferir forças normais e de corte para o betão, tendo também em conta a rigidez à flexão das ancoragens. Para modelar o deslizamento entre a ancoragem e o betão circundante, são utilizados os mesmos elementos de ligação e MPC que para a armadura. A diferença é que, no caso das ancoragens adesivas, é possível especificar a resistência de projeto da ligação.</p>\n<p>As ancoragens podem ser interligadas com placas de base. Para esta interligação, é utilizada uma restrição totalmente não linear para ligar a extremidade da ancoragem a um nó da placa de base. Este elemento permite-nos controlar todos os graus de liberdade para garantir, por exemplo, que nenhuma pressão é transferida pelas ancoragens para a placa de base sem separação, ou que nenhum corte é transferido pela ancoragem ao modelar um olhal de corte, etc.</p>\n<p>As definições de<strong>interligação com a placa de base</strong> para ancoragens permitem ao utilizador controlar se a ancoragem será ligada à placa de base através das restrições mencionadas anteriormente e como.</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p>Na versão atual <strong>, apenas</strong> <strong>é suportado</strong> <strong>o contacto direto</strong> entre a placa de base e o betão <strong>.</strong></p>\n<p>A força de compressão não é transferida da placa de base para a ancoragem no caso de contacto direto. A compressão é transferida apenas pelo contacto entre a placa de base e o betão.</p>\n<p>A caixa de verificação <strong>Transferência de forças axiais</strong> pode ser utilizada para controlar se a ancoragem e a placa de base serão ligadas ou não em termos de tensão. Isto é utilizado principalmente para a exportação da função Ligação (ver o capítulo correspondente). Para a modelação manual, faz sentido ter esta caixa de verificação sempre marcada.</p>\n<p>A caixa de verificação <strong>Transferência de cisalhamento</strong> pode ser utilizada para controlar se a ancoragem e a placa de base serão ligadas ou não em termos de cisalhamento. Tenha em atenção que não é possível combinar mecanismos de transferência de corte, pelo que, para a transferência por fricção e por olhal de corte, esta caixa de verificação é irrelevante. Por outro lado, para a transferência de cisalhamento utilizando ancoragens, este campo dá a opção de excluir algumas ancoragens da transferência de cisalhamento.</p>"
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"value": "<p>O modelo IDEA Statica Detail não tem de ser sempre modelado a partir do zero ou de um modelo. Existe também a opção de importar o modelo incluindo os efeitos de carga do IDEA StatiCa Connection. A geometria do bloco de betão, as ancoragens, a placa de base, os materiais e os efeitos de carga são transferidos.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Cargas importadas do IDEA StatiCa Connection}}}\\]</em></p>\n<p>A placa de base é carregada por um grupo de forças determinado a partir da tensão geral de cada elemento finito das soldaduras que ligam a barra de aço e a placa de base.</p>\n<p>Uma vez que a definição dos componentes individuais é diferente em Ligação e Detalhe (por exemplo, a placa de base é modelada por um material linear em Detalhe, enquanto que em Ligação é modelada por um material plástico), haveria uma redistribuição diferente de cargas entre o contacto placa de base-betão e as ancoragens, ou entre as próprias ancoragens. Por outras palavras, haveria diferentes forças normais de tração nas ancoragens em Ligação e Detalhe. Por esta razão, as ancoragens são importadas desligadas para forças normais (na direção da ancoragem) da placa de base, e as ancoragens são carregadas diretamente com as forças de tração aplicadas. Além disso, as forças opostas que carregam a placa de base localizada no local da ancoragem devem ser adicionadas para colocar o modelo em equilíbrio. Estas duas forças opostas são apresentadas na Figura 16.</p>\n<p>No entanto, as forças de corte são transferidas pela interconexão da placa de base e da ancoragem (ou lug de corte, ou fricção). Este comportamento é possível porque existe uma restrição que liga a placa de base e a ancoragem, permitindo-nos controlar todos os graus de liberdade desta interligação.</p>"
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"value": "<h3>Betão - ULS</h3>\n<p>O modelo de betão implementado no 3D CSFM baseia-se nas leis constitutivas de compressão uniaxial prescritas pela EN 1992-1-1 para o dimensionamento de secções transversais, que apenas dependem da resistência à compressão. O diagrama parábola-retângulo especificado na norma EN 1992-1-1 Cl. 3.1.7 (1) (Fig. 15a) é utilizado por defeito no CSFM 3D, mas os projectistas podem também escolher uma relação elástica ideal plástica mais simplificada de acordo com a norma EN 1992-1-1 Cl. 3.1.7 (2) (Fig. 15b). A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 15\\qquad Os diagramas tensão-deformação do betão para ULS: a) diagrama parábola-retângulo; b) diagrama bilinear}}}\\]</em></p>\n<p>A implementação do CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εcu2</sub> (<sub>εcu3</sub>) num valor de 5% enquanto a EN 1992-1-1 assume uma deformação última inferior a 0,35%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a sua capacidade última <em><sub>fcd</sub></em> de acordo com a EN 1992-1-1 3.1.3 é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>αcc</sub></em> é o coeficiente que tem em conta os efeitos a longo prazo na resistência à compressão e os efeitos desfavoráveis resultantes da forma como a carga é aplicada. Está de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (1). O valor por defeito é 1,0.</p>\n<p><em><sub>fck</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Por defeito, é considerado o diagrama tensão-deformação bilinear idealizado para os varões de reforço nus definido na EN 1992-1-1, secção 3.2.7 (Fig. 16). A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas durante a fase de projeto (classe de resistência e ductilidade). Sempre que conhecida, pode ser considerada a relação tensão-deformação efectiva da armadura (laminada a quente, trabalhada a frio, temperada e autotemperada, ...). O diagrama tensão-deformação da armadura pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de enrijecimento por tração (é impossível calcular a largura da fenda). A utilização do diagrama tensão-deformação com um ramo superior horizontal não permite a verificação da durabilidade estrutural. Por isso, é necessária a verificação manual dos requisitos de ductilidade padrão.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16 \\qquad Diagrama tensão-deformação da armadura: a) diagrama bilinear com um ramo superior inclinado; b) diagrama bilinear}}\\] \\[ \\textsf{\\textit{\\footnotesize{com um ramo superior horizontal.}}}\\]</em></p>\n<p>O reforço de tração (Fig. 17) é contabilizado automaticamente através da modificação da relação tensão-deformação de entrada do varão de armadura simples de forma a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p>O Método do Campo de Tensões Compatível está em conformidade com as normas de projeto modernas. Uma vez que os modelos de cálculo utilizam apenas propriedades de material padrão, o formato do fator de segurança parcial prescrito nas normas de dimensionamento pode ser aplicado sem qualquer adaptação. Desta forma, as cargas de entrada são factorizadas e as propriedades caraterísticas do material são reduzidas utilizando os respectivos coeficientes de segurança prescritos nas normas de dimensionamento, exatamente como na análise convencional do betão. Os valores dos coeficientes de segurança dos materiais prescritos na EN 1992-1-1 cap. 2.4.2.4 são definidos por defeito, mas o utilizador pode alterar os coeficientes de segurança nas definições de Código e cálculo (Fig. 18).</p>\n<figure data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4cadae4a-9a8a-4f9b-935c-51395116ed4e/Material%20factors.png\" data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad A configuração dos coeficientes de segurança dos materiais no Idea StatiCa Detail.}}}\\]</em></p>\n<p>Os coeficientes de segurança das cargas têm de ser definidos pelo utilizador em Regras de combinação para cada combinação não linear de casos de carga (Fig. 19). Para todos os modelos implementados no <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, os coeficientes de segurança parciais já estão predefinidos.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad A definição dos factores parciais de carga em Idea StatiCa Detail.}}}\\]</em></p>\n<p>Utilizando combinações adequadas de coeficientes de segurança parciais definidas pelo utilizador, os utilizadores também podem calcular com o CSFM 3D utilizando o método do coeficiente de resistência global (Navrátil, et al. 2017), mas esta abordagem quase nunca é utilizada na prática de dimensionamento. Algumas orientações recomendam a utilização do método do fator de resistência global para análises não lineares. No entanto, em análises não lineares simplificadas (como o 3D CSFM), que apenas requerem as propriedades do material que são utilizadas em cálculos manuais convencionais, é ainda mais desejável utilizar o formato de segurança parcial.</p>"
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"value": "<p>As diferentes verificações exigidas pela norma EN 1992-1-1 são avaliadas com base nos resultados diretos fornecidos pelo modelo. As verificações ULS são efectuadas para a resistência do betão, a resistência das armaduras e a ancoragem (tensões de corte da ligação).</p>\n<p>A <strong>resistência do betão</strong> à compressão é avaliada como o rácio entre a tensão principal equivalente máxima σc<em><sub>,eq </sub></em>obtida da análise de EF e o valor limite σc<em><sub>,lim</sub></em> = <em><sub>fcd</sub></em>.</p>\n<p><strong>A tensão principal equivalente expressa a tensão uni-axial equivalente para um estado de tensão tri-axial geral.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>O valor σc<em><sub>,eq</sub></em> pode, portanto, ser diretamente comparado com os limites de resistência uniaxial de acordo com 1992-1-1 Cl. 3.1.7 (1).</p>\n<p>Esta expressão é derivada da implementação da teoria da plasticidade de Mohr-Coulomb, assumindo conservadoramente o ângulo de atrito interno φ <em>= 0°.</em></p>\n<p>A <strong>resistência da armadura</strong> é avaliada tanto em tração como em compressão como a relação entre a tensão na armadura nas fissuras <em><sub>σsr</sub></em> e o valor limite especificado σs<em><sub>,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{para diagrama bilinear com ramo superior inclinado}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\,\\textsf{\\small{para diagrama bilinear com ramo superior horizontal}}\\)</p>\n<p>em que:</p>\n<p><em><sub>fyk</sub></em> é a tensão de cedência da armadura de acordo com a norma EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em> é o rácio entre a resistência à tração<em><sub>ftk</sub></em> e a tensão de cedência,<br>\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γs</em><sub> é </sub>o fator de segurança parcial para o reforço.</p>\n<p>A <strong>tensão de corte da ligação</strong> é avaliada independentemente como o rácio entre a tensão da ligação <em><sub>τb</sub></em> calculada pela análise de EF e a resistência final da ligação <em><sub>fbd</sub></em><sub>,</sub> de acordo com a norma EN 1992-1-1 cap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2,25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>em que:</p>\n<p><em><sub>fctd</sub></em><sub> </sub>é o valor de projeto da resistência à tração do betão de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (2). Devido à fragilidade crescente do betão de resistência mais elevada, <em>fctk</em><em><sub>,0.05</sub></em><sub> </sub>é limitado ao valor para C60/75 de acordo com a norma EN 1992-1-1 Cl. 8.4.2 (2)</p>\n<p><sub>η1</sub> é um coeficiente relacionado com a qualidade da condição de ligação e a posição da barra durante a betonagem (Fig. 31).</p>\n<p><sub>η1</sub> = 1,0 quando se obtêm \"boas\" condições e</p>\n<p><sub>η1</sub> = 0,7 para todos os outros casos e para barras em elementos estruturais construídos com formas deslizantes, a menos que se possa demonstrar que existem \"boas\" condições de ligação</p>\n<p><sub>η2</sub> está relacionado com o diâmetro da barra:</p>\n<p><sub>η2</sub> = 1,0 para Ø ≤ 32 mm</p>\n<p><sub>η2</sub> = (132 - Ø)/100 para Ø > 32 mm</p>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad EN 1992-1-1 Figura 8.2 - Descrição das condições de ligação.}}}\\]</em></p>\n<p>No IDEA StatiCa Detail, as condições de ligação são tidas em conta de acordo com a Fig. 20 c) e d). A direção da betonagem pode ser definida na aplicação para cada item do projeto da seguinte forma:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Direção de betonagem}}}\\]</em></p>\n<p>Estas verificações são efectuadas em relação aos valores-limite apropriados para as respectivas partes da estrutura (isto é, apesar de haver uma única classe para o betão e para o material de reforço, os diagramas finais de tensão-deformação serão diferentes em cada parte da estrutura devido aos efeitos de enrijecimento por tração e amolecimento por compressão).</p>\n<p><strong>Força total </strong><strong><em><sub>Ftot</sub></em></strong><strong> e força limite </strong><strong><em><sub>Flim</sub></em></strong></p>\n<p>A força total <strong><em><sub>Ftot</sub></em></strong> é o resultado da análise de elementos finitos e pode ser definida de duas formas.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>onde<em><sub>As</sub></em> é a área da barra de reforço e <em><sub>σs</sub></em> é a tensão na barra.</p>\n<p>Ou como uma soma da força de ancoragem<em><sub>Fa e </sub></em>da força de ligação <em><sub>Fbond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>em que<em><sub>Fa</sub></em> é a força real na mola de ancoragem e <em><sub>Fbond</sub></em> é a força de ligação que pode ser obtida através da integração da tensão de ligação <em><sub>τb</sub></em> ao longo do comprimento da barra de reforço <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p><sub>Cs</sub> é a circunferência do varão de reforço.</p>\n<p>A força limite<strong><em><sub>Flim</sub></em></strong> é a força máxima no elemento do varão considerando a <strong>resistência última</strong> do varão e também <strong>as condições de ancoragem </strong>(ligação entre o betão e a armadura e ganchos de ancoragem, laços, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>em que <sub>Cs</sub> é a circunferência da barra de reforço e <em>l</em> é o comprimento desde o início da barra de reforço até ao ponto de interesse.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Definição da força limite Flim}}\\]</em></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>em que<em><sub>Flim,add</sub></em> é a força adicional calculada a partir da magnitude do ângulo entre elementos vizinhos.<em><sub>Flim,2</sub></em> deve ser sempre inferior a<em><sub>Fu</sub></em>.</p>\n<p>Os <strong>tipos de ancoragem</strong> disponíveis no CSFM 3D incluem uma barra reta (i.e., sem redução da extremidade da ancoragem), curva, gancho, laço, barra transversal soldada, ligação perfeita e barra contínua. Todos estes tipos, juntamente com os respectivos coeficientes de ancoragem β, são apresentados na Fig. 23 para a armadura longitudinal e na Fig. 24 para os estribos. Os valores dos coeficientes de ancoragem adoptados estão de acordo com a norma EN 1992-1-1, secção 8.4.4 Tab. 8.2. É de notar que, apesar das diferentes opções disponíveis, o CSFM 3D distingue três tipos de extremidades de ancoragem: (i) nenhuma redução no comprimento da ancoragem, (ii) uma redução de 30% do comprimento da ancoragem no caso de uma ancoragem normalizada, e (iii) ligação perfeita.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Tipos de ancoragem disponíveis e respetivos coeficientes de ancoragem para varões de reforço longitudinal no CSFM 3D:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) varão reto; (b) dobra; (c) gancho; (d) laço; (e) varão transversal soldado; (f) ligação perfeita; (g) varão contínuo.}}}\\]</em></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Tipos de ancoragem disponíveis e respectivos coeficientes de ancoragem para estribos.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Estribos fechados: (a) gancho; (b) dobra; (c) sobreposição. Estribos abertos: (d) gancho; (e) barra contínua.}}}\\]</em></p>\n<p>Para cumprir a norma EN 1992-1-1, a mola de ancoragem deve ser utilizada no cálculo, a mola de ancoragem é modificada pelo coeficiente β, pelo que o utilizador deve utilizar um dos tipos de ancoragem disponíveis ao definir as condições de início e fim da armadura.</p>"
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"value": "<h3>Betão - Resistência</h3>\n<p>O modelo de betão implementado para o cálculo da resistência no CSFM baseia-se na curva tensão-deformação parabólica-plástica para o betão baseada na curva tensão-deformação parabólica da Portland CementAssociation descrita nas Notas da PCA sobre os requisitos do código de construção ACI 318-99 para betão estrutural, Figura 6-8. A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad O diagrama tensão-deformação do betão para análise de resistência}}}\\]</em></p>\n<p>A implementação do CSFM no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão à compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εc0</sub> no valor máximo de 5%, enquanto o ACI 318-19 Cl. 22.2.2.1 assume uma deformação final inferior a 0,3%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a resistência é corretamente prevista quando se considera o aumento da fragilidade do betão à medida que a sua resistência aumenta, através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>em que:</p>\n<p><sub>α1</sub> é o fator de redução da resistência à compressão do betão definido no ACI 318-19 Cl. 22.2.2.4.1. Quando se utiliza um diagrama tensão-deformação parábola-retângulo, é necessário reduzir a tensão de compressão máxima por este fator. Isto faz com que a distribuição de tensões na zona de compressão seja a média, de modo a que a resistência à compressão resultante seja menor ou igual à resistência à compressão calculada utilizando um diagrama tensão-deformação com um ramo plástico decrescente<em>.</em></p>\n<p><em>Φc</em><em><sub>é </sub></em>o fator de redução da resistência do betão. O valor por defeito é definido de acordo com a Tabela 24.2.1 (b)(f) do ACI 318-19.</p>\n<p><em>f'</em><em><sub>c</sub></em> é a resistência do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Considera-se um diagrama tensão-deformação perfeitamente elasto-plástico com um ponto de cedência definido para a armadura sem pré-esforço. Ver ACI 319-19 CL. 20.2.1. A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas - resistência e módulo de elasticidade.</p>\n<p>O diagrama tensão-deformação da armadura também pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de rigidez à tração.</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42 \\qquad Diagrama tensão-deformação do reforço}}}\\]</em></p>\n<p>onde:</p>\n<p><em>Φs</em><em><sub>é </sub></em>o fator de redução de resistência para o reforço. Onde o valor predefinido é definido de acordo com a Tabela 24.2.1 do ACI 318-19.</p>\n<p><em><sub>fy</sub></em> é a tensão de cedência da armadura</p>\n<p><em><sub>Es</sub></em> módulo de elasticidade da armadura</p>\n<p>10% é selecionado como a deformação limite na qual o cálculo é interrompido. Este valor é considerado seguro com base no artigo 7 da norma ASTM A955/A955M-20c.</p>\n<p>A rigidez à tração (Fig. 43) é contabilizada automaticamente através da modificação da relação tensão-deformação de entrada do varão de reforço nu, de modo a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p><br></p>\n<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h1>Structural design of concrete discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#design-tools-for-reinforcement\">Design tools for reinforcement</a></p>\n<h2>Analysis model of IDEA StatiCa Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n<a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n<a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n<a href=\"#finite-element-types\">Finite element types</a><br>\n<a href=\"#meshing\">Meshing</a><br>\n<a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n<a href=\"#presentation-of-results\">Presentation of results</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states-and-crack-width-calculation\">Limit states, crack width calculation, and Tension stiffening</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-en\">Material models (EN)</a><br>\n- <a href=\"#safety-factors\">Safety factors</a><br>\n- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n- <a href=\"#partially-loaded-areas\">Partially loaded areas (PLA)<br>\n</a>- <a href=\"#serviceability-limit-state-analysis\">Serviceability limit state analysis</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-aci\">Material models (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a><br>\n- <a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\">Bearing and anchorage zones - Partially loaded areas<br>\n</a>- <a href=\"#serviceability-verifications\">Serviceability verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-aus\">Material models (AUS)</a><br>\n- <a href=\"#stress-reduction-and-load-factors\">Stress reduction and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a><a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\"><br>\n</a>- <a href=\"#serviceability-checks\">Serviceability checks</a></p>\n<p><br></p>\n<p><a href=\"#prestressing-in-detail-model-description\">Prestressing in Detail - Model description</a></p>\n<p><br></p>\n<h1>Introduction to the CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e49a18d3_27e8_019b_eba3_65063bb594c2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c86c543f_3b21_01e3_bff1_67d7962ff523\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n57a4812b_a0a0_01a0_4c2c_553304acad7e\"></object>\n<h1><br></h1>\n<h1>Analysis model of IDEA StatiCa Detail</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n74d0024f_d938_019c_aad5_614c9ce53be1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general___finite_e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bc913c01_15a1_016c_f226_e7b1efa4cf0c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n359667de_5a59_0171_aa77_53fc1ab66f13\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n89b859bf_4dd6_01d3_b6ed_5ed3d99108a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2d8eb39_c569_01f4_ab99_1cc2eb12eca0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___finite_element_typ\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43735c90_43fa_0140_a813_ef8d1d1ec26e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e5110320_3e70_0182_6411_9a32a51ca04d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eba0afe_d078_0158_e878_829fb7dea3c2\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b2330c4f_9095_0147_d88d_740d54fa1cd5\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Eurocode</h1>\n<p>Assessment of the structure using 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.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fd27e424_850f_0161_9ca1_1628abf23729\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n42b5158b_2e6e_01fc_2be7_c94511681d26\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d26ec589_f86b_016e_b63d_81a26568bcef\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n474a1f83_1818_0143_4a62_5e6efabf1e75\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eab8217_160a_011a_5401_26ccf6d9d2b1\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to ACI 318-19</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>CSFM is in accordance with ACI 318-19, chapter 6.8.1.1. In order for the CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2255550_3131_0169_9696_ef5264f6bc37\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43a7cf88_b42e_01b1_e683_394a5601b9fc\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n409e2543_c691_0120_9d2b_4ef7d4601f79\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0660c3e2_725d_01a9_0ca9_9e0ead044d0f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c6e3c1b1_9373_0150_502e_af77397ecd6e\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Australian standard AS 3600 (2018)</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6. </p>\n<p>The analysis by CSFM takes into account all relevant non-linear and inelastic effects (except shrinkage) defined in 6.6.3. </p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days <em>f'</em><em><sub>c</sub></em> is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d025294b_107f_0192_e99e_db636ef9d8c3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9a945260_0590_01e7_9874_b9955afa56c4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f676ef5_04ff_012d_0f70_87de68bd0052\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ef1c1682_e40a_0171_bc00_2d379ffe2d41\"></object>\n<h1><br></h1>\n<h1>Prestressing - model description</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fb927016_9a3d_01e5_5ae8_4a2f55fd08cd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2ebd4911_d551_0184_1cae_5d39c32e0037\"></object>\n<h1><br></h1>\n<h1>References</h1>\n<p>ACI Committee 318. 2019. <em>Building Code Requirements for Structural Concrete (ACI 318-19) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova. 2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst & Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&genre=book&isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Standards Australia. 2018. <em>Concrete Structures (AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Standards Australia. 2022. <em>Concrete Structures – Commentary (Supplement 1 to AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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"value": "<h1>Dimensionamento estrutural de descontinuidades 3D de betão no IDEA StatiCa Detail</h1>\n<h2>Introdução ao método 3D CSFM</h2>\n<p><a href=\"#general-introduction\">Introdução geral para o dimensionamento estrutural de detalhes 3D de betão</a><br><a href=\"#main-assumptions-and-limitations\">Principais hipóteses e limitações</a><br><a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Implementação da teoria da plasticidade de Mohr-Coulomb no CSFM</a><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">3D</a><br><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">Hipóteses de mecânica geral para o CSFM 3D</a></p>\n<h2>Modelo de análise do IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introdução à implementação de elementos finitos</a><br><a href=\"#finite-element-types\">Tipos de elementos finitos</a><br><a href=\"#load-transfer-devices\">Dispositivos de transferência de carga</a><br><a 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href=\"#strength-reduction-and-load-factors\">Redução da resistência e factores de carga</a><br>- Verificações <a href=\"#strength-verifications\">de resistência</a></p>\n<h1>Introdução ao método CSFM 3D</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3c784fa4_ef4d_014c_5c9c_35ca3a9fe9b3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17aca1ee_f85b_01d8_591a_961a87f02078\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___main_assumption\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cc15fa6a_aebf_0193_d90b_2315f5865e6e\"></object>\n<object 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data-codename=\"theoretical_background_3d_detail___ultimate_limit_\"></object>\n<h1>Verificações estruturais de acordo com ACI 318-19</h1>\n<p>O CSFM 3D está em conformidade com o ACI 318-19, capítulo 6.8.1.1. Para que o CSFM 3D cumpra os requisitos da secção 6.8.1.2 do ACI 318-19, foram efectuados muitos testes de verificação em várias universidades. Os artigos individuais que resumem os resultados da verificação e validação podem ser encontrados na seguinte hiperligação.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Detalhe 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n06603a22_b57b_0147_d32e_b4f9436486e2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1e58559_cf50_01ba_d632_23b450d07cde\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4967f7b6_e74f_01b2_6b52_452dccbaa54f\"></object>\n<h2>Verificações e validações</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Pormenor 3D</a></li>\n</ul>\n<h3>Referências</h3>\n<ol>\n <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determinação dos parâmetros de Mohr-Coulomb a partir de critérios de resistência não lineares para taludes 3D. <em>Math. Probl. Eng.</em> <strong>2019</strong>, 6927654.</li>\n <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determinação dos parâmetros de material de Mohr-Coulomb para concreto sob teste de tração indireta. <em>Tech. Gaz.</em> <strong>2019</strong>, <em>26</em>, 412-419.</li>\n <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modelo de material Mohr-Coulomb-Rankine modificado para concreto. <em>eng. Comput.</em> <strong>2011</strong>, <em>28</em>, 853-887.</li>\n <li>Fan, Q.; Gu, SC; Wang, BN; Huang, RB Critério de Força Parabólica de Mohr de Dois Parâmetros Aplicado para Analisar os Resultados do Teste Brasileiro. <em>Aplicar. Mech. Mater.</em> <strong>2014</strong>, <em>624</em>, 630-634.</li>\n</ol>"
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"value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>. </p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation. </p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D. </p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks. </p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. </p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete). </p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -> Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has <strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation. </p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block </h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically. </p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner. </p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met. </p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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"value": "<p>Detail 3D is essentially an extension of the current established IDEA StatiCa Detail application. It adds a new Model type 3D and with this comes the implementation of a method for calculating stress fields in 3D space called 3D CSFM. Calculations and checks are implemented for the Ultimate Limit State.</p>\n<p>Before going into the description of the functionalities of Detail 3D it will be good to point out the existence of Theoretical background, where you can read more technical details about the individual model entities and the calculations themselves.</p>\n<ul>\n <li><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>IDEA StatiCa Detail – Structural design of concrete 3D discontinuities</strong></a></li>\n</ul>\n<p>In the first step, the user can select a new Model type on the initial screen (in the wizard), where several templates are available, and of course, the option to enter a model from scratch.</p>\n<figure data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b625d4c-9842-4ccc-b10b-89a82bceb111/3D%20Detail%20in%2024.1_1.png\" data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" alt=\"\"></figure>\n<p>As for 2D models, you can edit the Initial settings in the right part, such as Design code, Materials, and Concrete cover.</p>\n<p>After creating a blank model or a model from a template, options familiar to the 2D modeling environment are available.</p>\n<p>Options for working with multiple Project items can be found in the top ribbon, as well as the now standard Undo/Redo buttons, Labels view options, Gallery controls, calculation settings, and template management controls.</p>\n<figure data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d987045a-993e-403c-b17c-e48903b0005a/3D%20Detail%20in%2024.1_3.png\" data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" alt=\"\"></figure>\n<p>It also initializes the tree, whose first item, called by default DRM1, contains the default settings for the actual Project Item. Above the tree, you can find tools for manipulating the model.</p>\n<figure data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3381341d-56a3-49bf-b78c-dff47f501a72/3D%20Detail%20in%2024.1_4.png\" data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" alt=\"\"></figure>"
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"value": "<p>Bond strength property of a Single anchor in <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">Detail 3D</a> is the <strong>design value</strong> of bond resistance of Adhesive (post-installed) anchor. It is a crucial parameter for anchoring design in Detail 3D.</p>\n<figure data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e158ca5-a37c-4b95-87d0-1ca92deb6930/bond%20strength%2001.png\" data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" alt=\"\"></figure>\n<p>In terms of EN 1992-4, we can define design bond resistence as τ<sub>Rd</sub> = τ<sub>Rk</sub> /γ<sub>Mp</sub> </p>\n<p>γ<sub>Mp</sub> is partial safety factor defined by table 4.1 in EN 1992-4</p>\n<p>γ<sub>Mp</sub> = γ<sub>Mc</sub> = γ<sub>c</sub> ⋅ γ<sub>inst</sub></p>\n<p>γ<sub>c </sub>= 1.5</p>\n<p><strong>γ</strong><strong><sub>inst </sub></strong>- factor accounting for the sensitivity to installation of post-installed fasteners. Can be found in relevant European Technical Product Specification for the specific product.</p>\n<p><strong>τ</strong><strong><sub>Rk</sub></strong> - is characteristic bond resistance of a post-installed bonded fastener. Depending on concrete strength class, and state of the concrete – cracked vs. uncracked. It can be found in certificate for injection mortar, for example ETA – European Technical Assesment.</p>\n<h3>Eurocode Example</h3>\n<p>Lets have post-installed bonded anchor made from M12 threaded bar and mortar Hilti HIT-HY 200-A V3. The hole is hammer-drilled. The anchor is installed in dry conditions into cracked C20/25 concrete. Design life is 50 years.</p>\n<p>At first we need to go to HIT-HY 200-A product web page <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549\">here</a>. We are looking for ETA document. Go to <strong>Technical data</strong> section of the page and open PDF document Technical data sheet for Hilti HIT-HY 200-A-R-V3 steel to concrete injectable mortar, English.</p>\n<figure data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/72b094a7-1c3f-4a8f-bc98-83572e478dc3/bond%20strength%2002.png\" data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" alt=\"\"></figure>\n<p>On page 3 of the document, you can find links to relevant ETA documents.</p>\n<figure data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111f3094-dc91-4b09-afff-0f1717fe7398/bond%20strength%2003.png\" data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" alt=\"\"></figure>\n<p>Open ETA-19/0601 linked in the first row of the table, which is relevant for us.</p>\n<figure data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23985608-cbd8-4b50-bb68-082641b12984/bond%20strength%2004.png\" data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" alt=\"\"></figure>\n<p>In table C1 of this document, you can find data for <strong>τ</strong><strong><sub>Rk</sub></strong> - characteristic bond resistance. Conservatively for temperature range II, in our case τ<sub>Rk</sub> = 8.0 MPa.</p>\n<figure data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3aabe16c-9075-4675-b1a4-4ea7e1f6a14b/bond%20strength%2005.png\" data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" alt=\"\"></figure>\n<p>In table C1 of the document, you can also find relevant γ<sub>inst </sub>values. In our case γ<sub>inst</sub> = 1.0.</p>\n<figure data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/83351d45-a532-4f48-8783-a69ef1b28ba1/bond%20strength%2006.png\" data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" alt=\"\"></figure>\n<p>The final value of design bond strength is τ<sub>Rd</sub> = 8.0 /(1.5x1.0) = 5.3 MPa. </p>\n<h3>ACI EXAMPLE</h3>\n<p>When using ACI, you can follow a similar process, for instance, Hilti HY200, go to their <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549?activeTab=preconfigured-kits-tabs\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">website</a>. Find the product technical guide and open the PDF, The approvals are shown on the second page: </p>\n<figure data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b05347e-cf65-432d-882d-c65ddb495457/Picture1.png\" data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" alt=\"\"></figure>\n<p>Then, we can open the selected ESR: <a href=\"https://icc-es.org/report-listing/esr-4868/\">https://icc-es.org/report-listing/esr-4868/</a></p>\n<p>The bond strength tables are in the document. They are presented as a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions. </p>\n<p>The resulting characteristic bond strength shall be multiplied by the associated <strong>strength reduction factor</strong>, and the bond strength may also be made for increased concrete compressive strength as noted in the <strong>footnotes</strong> to the bond strength tables. </p>\n<p>Once you find the correct table, select the characteristic bond strength in cracked concrete, which is due to the principles of the Detail app, where the strength in tension is neglected. </p>\n<figure data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95261489-f2e9-4d04-ba7e-c1eae43bbe7f/2025-07-15_13-19-36.PNG\" data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" alt=\"Table 13 Bond strength design information \"></figure>\n<ul>\n <li>τ<sub>Rk</sub>=840 psi</li>\n <li>φd=0.65</li>\n <li>Concrete increase factor for a f'c=4000 psi= 1.0481</li>\n <li>IDEA StatiCa bond strength input = 0.65*1.0481*840psi= 572.26 psi</li>\n</ul>\n<p>The bond strength should be input from technical data sheets; do not consider the values we have by default.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n138cb282_2119_0146_0e7d_e1319f1f20fa\"></object>"
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"value": "<p>Anchoring in a plain concrete block can be modeled and code-checked in IDEA StatiCa Connection. Sometimes, it could be useful or necessary to reinforce the concrete block. Although, this capability isn't available within the Connection app, we have 3D Detail. 3D Detail is focused on solving anchoring into concrete blocks and analysis of both the anchoring elements and the concrete block itself. Moreover, a direct link is implemented between the Connection and Detail applications to simplify the process.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Connection users who design <strong>anchoring according to Eurocode</strong> can <strong>import their model from Connection to the advanced 3D Detail by one button click</strong>.</p>\n<h3>How does it work?</h3>\n<ul>\n <li>Import is allowed just for anchoring. If there is no concrete block in the Connection model, the export to Detail is disabled (\"RC check\").</li>\n <li>The model in Connection has to be calculated. If results are not available, the export icon (\"RC check\") is disabled.</li>\n <li>Only one concrete block for the import/export is allowed.</li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>The connection is imported, including </h3>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">Adhesive</a>/Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook</li>\n <li>Friction coefficient</li>\n</ul>\n<h3>How to export anchoring from Connection to Detail</h3>\n<p>First, create a model of anchoring in Connection according to Eurocode and click the Calculate button.</p>\n<p>When results exist, export of footing is enabled. By clicking the button \"<strong>RC Check</strong>\" in the ribbon, a dialog asking for the location and the name of the newly created Detail file appears.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>After a successful export, the project in Detail is created. The geometry of the concrete block and the base plate, the position and properties of anchors, and the load are automatically transferred to Detail. Surface support placed at the bottom surface of the concrete block is automatically created.</p>\n<p>The most tricky part of this process is the import of the load. For every calculated load effect in Connection, the corresponding load case and the ULS combination are automatically created in Detail.</p>\n<ul>\n <li>The base plate is loaded by <strong>forces in welds,</strong> which are modeled as a <strong>Group of forces. </strong>For the loading of the base plate itself, the imported loading is represented by a group of forces following the stresses in welds between the base plate and steel members in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n <li>Anchors are modeled and loaded independently from the base plate, and they are axially loaded by point loads. The loading of anchors is represented in the scene by a double of arrows in opposite directions. One arrow represents the tension force acting only on the top of the anchor. The other one represents the compression force acting on the base plate. </li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>The Checkbox \"Transfer of axial forces\" is unticked by default as the anchors are loaded by forces directly. </p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n <li>Shear is transferred according to the setting in Connection by one of the options – anchors, shear lugs, or friction. 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"value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated. </p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot. </p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n <li>International design standard (code) </li>\n <li>Profile type and material </li>\n <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n <li>Only connections with 1 member (simple footings)\n <ul>\n <li>Only steel-to-concrete anchoring</li>\n <li>No complex design (footing with braces)</li>\n </ul>\n </li>\n <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>IDEA StatiCa is a tool for solving complex 3D tasks and is fully verified for anchoring in concrete blocks. This solution allows you to perform designs without oversimplifications and provides checks based on the Ultimate Limit State (ULS). Thus, we have a tool to capture all types of <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">concrete failures</a> for footing. Together with IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> for anchorage verification, we offer a comprehensive package for everyone dealing with steel-to-concrete connections.</p>\n<p>Enhanced shear transfer, improved results, and simplified integration between <strong>IDEA StatiCa Connection</strong> and <strong>IDEA StatiCa Detail</strong>, along with the verifications, means the solution is now fully capable of handling real, practical examples of any kind of anchoring. </p>\n<h3>What are some key improvements compared to the BETA version?</h3>\n<ul>\n <li><strong>Shear transferring devices:</strong> Fundamental entities that enable the general design of all types of anchoring <strong>(Anchors, Shear lugs, and Friction)</strong>. There are all types corresponding to the options in IDEA StatiCa Connection, allowing smooth import. Read the separate release note dedicated to <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transferring devices.</a></li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n <li><strong>Result Sections</strong>: As part of the improvements for a better understanding of the results, Detail provides the opportunity to see the actual behavior of the structure. Read the separate release note: <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n <li><strong>Full Connection export with new entities: </strong>The import is possible, including all information about materials, types of anchors, and their end treatments. Read the separate release note: <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Import of anchoring from Connection to Detail</a></li>\n <li><strong>Working Grid Plane</strong>: There is a new grid to help surface identification during modeling, reinforcement, creating sections, etc. Read the separate release note: <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Modelling improvement - Grids and Self-weight</a></li>\n <li><strong>Self-weight:</strong> The application includes another load type, self-weight. It is automatically calculated based on the dimensions and the selected material. </li>\n <li><strong>Refined mesh around anchors:</strong> The mesh around the anchors has been locally refined for accurate results. This setting cannot be changed. The mesh is generated automatically.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Comprehensive functionality description of 3D Detail.</a></p>\n<p><em>Note: Currently for Eurocode (EN) only.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17664d22_8237_0160_ba3e_adce2e7403ca\"></object>\n<h3>Known limitations for Detail 3D</h3>\n<p>Since Detail is just a tool that cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the limitations that must be taken into account:</p>\n<ul>\n <li>The solution is suitable only <strong>for reinforced concrete.</strong></li>\n <li>The application provides<strong> ULS checks</strong> according to EN.</li>\n <li><strong>Only one concrete block</strong> is supported in Detail.</li>\n <li>In Detail, the anchors are only checked for tensile strength. It is necessary to <strong>use Connection for shear and interaction checks</strong>.</li>\n <li>Only models <strong>anchored via the base plate</strong> and <strong>only Direct contact </strong>can be imported to Detail (from Connection). </li>\n <li><strong>Imported loads and user-input loads cannot be combined within one model.</strong></li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article: <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>Verifications</h3>\n<p>We emphasize once again that although Detail 3D is a general solution for modeling any detail, we verify examples step by step. The current focus is mainly on verifying functionalities related to <a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">anchoring</a>. See the overview of what are possible use cases and plans for further development below:</p>\n<table><tbody>\n <tr><td><strong>Use-case</strong></td><td><strong>Functionality ready</strong></td><td><strong>Verification provided</strong></td><td><strong>Verification in version</strong></td></tr>\n <tr><td>Footings of steel columns</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General anchorings of steel members <br>\n(beams, bracings, lifting lugs...)</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General use of the Detail 3D for other cases (Pile caps, Pier caps, etc.)</td><td><p>YES</p>\n<p><br></p>\n</td><td>NO</td><td><p>in development</p>\n<p><br></p>\n</td></tr>\n <tr><td>Wall model type</td><td>NO</td><td>NO</td><td>in development</td></tr>\n</tbody></table>\n<p><br></p>\n<p>We continuously update and add new <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&label=detail_3d\">verifications for 3D Detail</a>, where we verify the functionality and the assumptions. For a deeper understanding of the method, read the comprehensive <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>, which includes the main assumptions, a description of the material model, and more.</p>\n<p>Released in IDEA StatiCa version 24.1</p>"
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"value": "<p>The Eurocode specifies several methods of failure of anchors and concrete footings and further divides them according to the loading type. In <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, we have been able to assess the anchors up to now, but with some limitations, assessments had to be done manually. </p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>At the same time, reinforcement for concrete blocks was impossible to account for. This is now changing with IDEA StatiCa Detail 3D, which adds more possibilities. IDEA StatiCa Detail 3D does not offer assessments as we are used to in the standard that defines them for plain concrete. However, with FE analysis, we can verify that reinforced concrete will satisfy the specified load, and here, it will <strong>prevent the failure of the concrete, which would correspond</strong> to those conditions. The apps work independently and can be used separately, but thanks to the <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">link between Connection and Detail</a>, it is also possible to use Detail only as a supplementary calculation. </p>\n<p>Now, let's go through the Eurocode conditions one by one and the possibilities the applications offer us. </p>\n<h2>Tensile force</h2>\n<p>Eurocode divides the first type of load (<strong>tensile force</strong>) into 6 possible cases of anchor or concrete block failure (a, b, c, d, e, f) and two more for reinforced footings (g, h). </p>\n<p>The figure below schematically shows which type of failure you can assess with the Connection app and what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.1) for anchor design <strong>(CBFEM)</strong>, while IDEA StatiCa Detail is based completely on the finite element method <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Some assessment options are, therefore, overlapping in both applications, but always with a different method. </p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>By the nature of the methods implemented in the software, only plain concrete can be considered in Connection, while <strong>only reinforced concrete footing can be considered in Detail</strong>. </p>\n<figure data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b6dc14ff-0803-4a93-a913-771822b326de/Anchoring%20in%20Detail%203D%20-%20Tension.png\" data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" alt=\"\"></figure>\n<p>The main assumptions and limitations of the analysis for the IDEA StatiCa Detail 3D are mentioned in the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations</a>. </p>\n<h4>a) Steel failure </h4>\n<p>Steel failure of<strong> tension-loaded</strong> anchors alone is verified in both applications. Anchor tensile resistance is checked in Connection according to the following formula:</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>In Detail, the anchors are checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. </p>\n<figure data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8adc76b4-1d26-4f8a-a12a-43914b057c9a/Project%20settings.png\" data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\" alt=\"\"></figure>\n<p>In older versions, the anchors are checked like regular reinforcement bars, based on the stress–strain diagrams defined for particular materials, while using the value of limit strain maximally 5% (calculated based on tension stiffening effect read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>)</p>\n<h4>b) Concrete cone failure </h4>\n<p>Concrete cone failure can be verified in Connection. However, at Connection, the app can only consider <strong>plain concrete</strong>. </p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Therefore, in case the concrete cone fails, it is appropriate to proceed to IDEA StatiCa Detail, where an analysis of the entire reinforced block is provided. The tensile strength of the concrete is conservatively neglected, which means the bearing capacity for cone failure is, to a considerable extent, determined by the specified amount of reinforcement. In the picture below, you can see the <strong>directions of the principal stresses</strong> that indicate the shape of the cone mentioned above. In the right part, you can see the values of the concrete stresses, which are assessed with the limit values. </p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4> c) Pull-out failure</h4>\n<p>This code-check is in Connection only for certain cases (see the first picture in this article). An additional assessment is necessary for post-installed mechanical anchors. </p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>In Detail, it is possible to set up so-called <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">adhesive anchors</a> and specify the design bond strength according to their technical parameters. The anchors will then be verified based on these parameters. (Applicable only for reinforced concrete.)</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Combined pull-out and concrete failure of bonded fasteners</h4>\n<p>This failure can only be detected in Detail, where the concrete stresses and the anchorage areas are assessed using 3D CSFM. The Combined pull-out and concrete failure mechanism is in Detail based on principles defined above, and its assessment is part of the concrete strength and anchorage check. (Applicable only for reinforced concrete.)</p>\n<h4>e) Concrete splitting failure</h4>\n<p>It is not possible to assess in Connection. For Detail, Splitting failure is usually a problem of plain concrete, where the use of reinforcement prevents it from occurring. At the same time, it is possible to see the stresses and strains of both the reinforcement under compression or tension and the concrete under compression in the Detail app. </p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Concrete blow-out failure </h4>\n<p>For plain concrete, empirical code-check according to Eurocode in Connection is possible. </p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>For reinforced structural members, it is possible to use Detail. Concrete blow-out failure is covered in the concrete strength analysis. Where the tensile stresses are transferred only by the reinforcement (as mentioned several times above).</p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel failure of reinforcement and anchorage failure of reinforcement is part of the reinforcement assessment in Detail. </p>\n<p><strong>g) Steel failure of reinforcement</strong></p>\n<p><strong>h) Anchorage failure of reinforcement</strong></p>\n<h2>Shear load</h2>\n<p>Eurocode divides the second type of load (<strong>shear force</strong>) into 4 possible cases of anchor or concrete block failure (a, b, c, d) and two more for reinforced footings (e, f). </p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>The figure below shows <strong>schematically</strong> which type of failure you can assess with the Connection app and also what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.2) <strong>for anchor design </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a><strong>.</strong> All types of failure caused by shear force can be covered in the Connection app. </p>\n<figure data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0383712-82f9-48f8-9dbc-17b6eac2b66a/Anchoring%20in%20Detail%203D%20-%20Shear.png\" data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" alt=\"\"></figure>\n<p>In the IDEA StatiCa Detail 3D, shear can be transferred by friction, anchors or shear lug. It is important to say that only the footing is assessed. Other steel parts (e.g. shear lug, welds) need to be checked in Connection or somewhere else. Again, it must be emphasized that only reinforced concrete is required.</p>\n<h4>a) Steel failure without lever arm</h4>\n<p>Steel failure without the lever arm of shear-loaded anchors is verified in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>In Detail, the anchors are again checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. The assessment is not possible in Detail for older versions.</p>\n<h4>b) Steel failure with lever arm</h4>\n<p>Steel failure with the lever arm of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>The assessment is not possible in Detail.</p>\n<h4>c) Concrete pry-out failure</h4>\n<p>Concrete pry-out failure of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>The shear capacity of the concrete through the base plate is then assessed in the Detail application. </p>\n<h4>d) Concrete edge failure</h4>\n<p>Concrete edge failure of shear-loaded anchors is verified in Connection only for plain concrete. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>Concrete edge failure can be checked in the Detail (reinforced concrete only). </p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel and anchorage failure of reinforcement is part of the reinforcement assessment in IDEA StatiCa Detail. </p>\n<p><strong>e) Steel failure of supplementary reinforcement</strong></p>\n<p><strong>f) Anchorage failure of supplementary reinforcement</strong></p>\n<h2>Conclusion</h2>\n<p>The most significant advantage can be found in examples such as anchoring close to an edge and other cases where plain concrete does not meet the required load. Note that, anchors and shear lugs need to be further assessed in Connection, but together, these two software tools provide a comprehensive solution.</p>\n<p>Due to the method and the way the application is designed, the <strong>Detail application is only suitable for reinforced footings.</strong> </p>\n<p><br></p>"
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"value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n <li><strong>by friction</strong></li>\n <li><strong>by anchors</strong></li>\n <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n <li>Cast-in-place </li>\n <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value. </p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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"value": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<p>Next to the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights in version 24.1</a>, read the full list of the new functionality:</p>\n<h2>Concrete Design</h2>\n<p><strong>Detail 3D (Eurocode only)</strong></p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Full Connection export with new entities</a></li>\n <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a> – Sections, Stress check</li>\n <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" 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data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Multiselect and multiedit in Connection</a></li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Fast app response with quick cancel of calculations</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/project-item-and-material-management#buckling-in-every-project\">Buckling calculations in the backstage menu</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Theoretical-background-in-Report-updated\">Theoretical Background in the report</a> in Italian and Portuguese</li>\n <li><a href=\"https://www.ideastatica.com/support-center/how-to-import-a-plate-from-dxf#Smooth-import-of-plate-shape-from-dxf\">Smooth import of plate shape from DXF</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\">Enhanced parametric design templates</a></li>\n <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Regional improvements</a></li>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes</a></li>\n</ul>\n<h2>BIM and Checkbot</h2>\n<ul>\n <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Multi-management and grouping tools in Checkbot</a></li>\n <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Parameters made useful for everyone</a></li>\n <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">HILTI PROFIS plugin in Checkbot</a></li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">60% faster FEA imports to Checkbot</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\">IFC export 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"urlSlug": "loads-in-equilibrium-by-default",
"type": "support_center_article"
},
{
"codename": "rn_22_0__fatigue_improvements",
"linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
"urlSlug": "fatigue-analysis-how-the-results-are-displayed",
"type": "support_center_article"
},
{
"codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
"linkId": "f89307a5-4bac-4632-bb5f-1a2586f199a3",
"urlSlug": "through-bolts-for-hollow-sections-warning",
"type": "support_center_article"
},
{
"codename": "rn22_0__update_of_eccentricity_definition_of_norma",
"linkId": "293fcced-8994-4a81-a805-88267657c66a",
"urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_22_0",
"linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
"urlSlug": "release-notes-idea-statica-22-0",
"type": "support_center_article"
},
{
"codename": "rn_21_1__bearing_type_options_for_bolts",
"linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
"urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
"type": "support_center_article"
},
{
"codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
"linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
"urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
"type": "support_center_article"
},
{
"codename": "rn_21_1__slip_resistance_check_update_according_to",
"linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
"urlSlug": "slip-resistance-check-update-according-to-sp-16",
"type": "support_center_article"
},
{
"codename": "rn_22_0__connection_browser_ii",
"linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
"urlSlug": "company-sets-selection-in-the-connection-browser",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_1",
"linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
"type": "support_center_article"
},
{
"codename": "section_model_view___drawings___sketches____copy_",
"linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
"urlSlug": "updated-cbfem-solver",
"type": "support_center_article"
},
{
"codename": "condensed_elements",
"linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
"urlSlug": "condensed-superelements-invisible-but-essential",
"type": "blog_post"
},
{
"codename": "differences_in_results_between_version_21_and_olde",
"linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
"urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_0_d5c25f3",
"linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
"type": "support_center_article"
},
{
"codename": "rn_20_1__improved_model_of_contacts",
"linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
"urlSlug": "an-improved-model-of-contacts",
"type": "support_center_article"
},
{
"codename": "rn_20_1__butt_welds_upgraded_model",
"linkId": "040fcb75-d544-4d75-bc49-182d150177d7",
"urlSlug": "butt-welds-upgraded-model",
"type": "support_center_article"
},
{
"codename": "rn_20_1__bolt_bearing_distances__en_",
"linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
"urlSlug": "bolt-bearing-distances-for-eurocode",
"type": "support_center_article"
},
{
"codename": "rn_20_1__connecting_plate_eccentricity",
"linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
"urlSlug": "connecting-plate-eccentricity",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20_1",
"linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
"urlSlug": "release-notes-idea-statica-steel-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20_1",
"linkId": "79ff8a70-a79d-483c-8ce8-218a5f43cadc",
"urlSlug": "release-notes-idea-statica-concrete-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20",
"linkId": "4ba1aea8-5819-4504-bfc7-717be84625d1",
"urlSlug": "release-notes-idea-statica-steel-20",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20",
"linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
"urlSlug": "release-notes-idea-statica-concrete-20",
"type": "support_center_article"
}
],
"name": "Content",
"type": "rich_text",
"value": "<h2>Version compatibility</h2>\n<p>IDEA StatiCa software version (e.g., 22.1.3.0789) is described by a number represented by the major version (22), minor version (.1), patch number (.3), and build number (.0789).</p>\n<p>Every major and minor version of IDEA StatiCa applications changes project data and makes it impossible to use in the previous versions. This means if you create or save a project in version 22.1, you can not open it in 22.0.</p>\n<p>However, patches within the same version are compatible, so if you create or save a project in patch 22.1.3, you can still open it in patch 22.1.0.</p>\n<p>The cloud services, such as the <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a>, always generate project files in the latest IDEA StatiCa version and patch released.</p>\n<h2>Opening an old project in a newer version</h2>\n<p>Models designed in older versions of IDEA StatiCa may show differences when you upgrade to the newest version. When upgrading to a newer version of the program, you may encounter some differences associated with opening models created in older versions. </p>\n<p>To get updated, please read the <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">release notes</a> for every major and minor version released, together with patch updates and <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">lists of resolved bugs</a>.</p>\n<p>Below is a list of the most important changes for each new version of the program that may lead to some changes in results:</p>\n<h3>Changes in version 25.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a href=\"https://preview.ideastatica.com/support-center/smooth-results-with-precise-meshing#25-1-CHS-mesh\">Update of the FEM mesh for CHS members</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/updated-cbfem-solver#member-calculation-25-1\">Stepped analysis in Member</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/steel-pins#25-1-pin-buckling\">Buckling calculation of models with pins</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/connection-analysis-0-or-doesn-t-reach-100#warning-big-deformation\">Large deformation warning</a></li>\n</ul>\n<p>CONCRETE</p>\n<p>There were several essential improvements to the underlying analysis model. The anchor mesh has been refined, the bond stiffness has been recalibrated, and the whole system of constraints between anchors and concrete block has been enhanced to better reflect real load-slip behavior. In addition, the contact interaction representing the bearing of anchors against concrete under shear loading has been tuned based on internal research, various studies, and code guidance. Altogether, these refinements improve the realism of the load transfer mechanism, which means that the results may differ from previous versions — typically being more realistic and less conservative, while remaining safe.</p>\n<p>Read the <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">highlights</a> and the <a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\">full list of improvements</a> in Release notes IDEA StatiCa 25.1.</p>\n<h3>Changes in version 25.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Geometrically nonlinear analysis</a> (GMNA)</li>\n <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Weld spreading area</a></li>\n</ul>\n<p>Read the <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">highlights</a> and the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 25.0.</p>\n<h3>Changes in version 24.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes improved</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<p>Read the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights</a> and the <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.1.</p>\n<h3>Changes in version 24.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Out of surface load warning in Member</a> (patch 23.1.1)</li>\n <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Extend the member using the cut operation</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Accurate calculation of the shear resistance of slabs</a> (patch 23.1.2)</li>\n</ul>\n<p>BIM and CLOUD SERVICES</p>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free structural design hub for all supported FEA and CAD</a>, and termination of the free Viewer plugins</li>\n</ul>\n<p>Read the <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">highlights</a> and the <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.0.</p>\n<h3>Changes in version 23.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Welds – autodesign, input, warnings, visualization</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Shear force position input and visualization</a> (since patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Yield strength reduction for high-strength steel hollow sections</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warning for welds and bolts connecting the same plates</a> (since patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Filler plate (packing plate) recognition</a> (since patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detailed calculation of connection design material values displayed in the plates' result table</a></li>\n <li>AISC steel and bolt grade materials for AISC360-22 (since patch 23.0.4)</li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularity detection in Member</a> (since patch 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check advancements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Release notes IDEA StatiCa 23.1</a>.</p>\n<h3>Changes in version 23.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Qualification checks of seismic prequalified connections for AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Update of ANSI/AISC 360-22, CSA S16:19 standards, and Taiwain sections</a> </li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Anchors with stand-off</a> (since patch 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Eurocode updates to thin-walled members and anchors</a></li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Edge indexing in Member and Connection models</a></li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Load Extreme Selection</a> (since patch 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Limited stress check feature in Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementation of long-term losses in Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Improvements for ACI 318-19 in Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Imperial rounding improvements in Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Equivalent time for deflection in Beam</a> (since patch 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Triangular mesh in concrete Member</a></li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check improvements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Release notes IDEA StatiCa 23.0</a>.</p>\n<h3>Changes in version 22.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle to the grain of the steel-to-timber connections</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">GMNIA solver extended to shear and torsion effects</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes IDEA StatiCa 22.1</a>.</p>\n<h3>Changes in version 22.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium by default</a></li>\n <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis - how the results are displayed</a></li>\n <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a></li>\n <li>Connection Lite update</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of eccentricity definition of a normal force for concrete columns according to Eurocode</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Release notes IDEA StatiCa 22.0</a>.</p>\n<h3>Changes in version 21.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts in version 21.1 and onwards</a></li>\n <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</a></li>\n <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP 16</a></li>\n</ul>\n<p>For users of <strong>Template Manager</strong>, use version 21.1 to <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transfer your designs into the new Connection Library</a>.</p>\n<p>Read the full list of improvements in <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Release notes IDEA StatiCa 21.1</a>.</p>\n<h3>Changes in version 21.0</h3>\n<p>The biggest change since version 21.0 is in the analytical model of members in Connection, please read the <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Updated CBFEM solver</a> article, and the <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Condensed superelements - invisible but essential</a> blog post. The impact of the changes is also described in <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Analysis model improvements in IDEA StatiCa version 21.0</a> article.</p>\n<p>Read the full list of improvements in <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Release notes IDEA StatiCa 21.0</a>.</p>\n<h3>Changes in version 20.1</h3>\n<p>Here, we point out articles describing the main differences between the older and newer version.</p>\n<ul>\n <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Improved model of contacts</a></li>\n <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Butt welds upgraded model</a></li>\n <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Bolt bearing distances for Eurocode</a></li>\n <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Connecting plate eccentricity</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Release notes IDEA StatiCa Steel 20.1</a> and <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Release notes IDEA StatiCa Concrete 20.1</a>.</p>\n<h3>Changes in version 20</h3>\n<p><strong>Cleat manufacturing operation refactoring</strong></p>\n<p>In the previous version Cleat manufacturing operation sometimes made L cross-section legs swapped, mostly while the members were rotated along the longitudinal axis. From now on, the L sections are positioned correctly, and the legs orientation is kept the same while introducing rotation to the member. The new mechanism behind is based on the new member positioning (by its LCS coordinates - rather then it's Rotations).</p>\n<p><strong>Local coordinate systems of the members in FEA/CAD applications</strong></p>\n<p>All member entities in FEA/CAD applications are created in a way that their definition axis has the start and the end. These two points are taken as a vector to define the local coordinate system of the member. In each FEA/CAD application project are these data information stored and can be used during the import. We took advantage of that, and it helps to improve the correctness of our BIM link geometry import. On the other hand, it changes the rules of the game, and the user must pay attention to the way how the model is created in FEA/CAD because it has an impact on the CBFEM Connection model also. We recommend to pay attention while importing from FEA/CAD projects into the version 20, the local coordinate system of the members may change the model to and difference compared to the model imported into the previous versions is eminent. </p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"Compatibility of versions\"></figure>\n<p><strong>Member application projects compatibility</strong></p>\n<p>IDEA StatiCa Member application passes through agile development, especially the data storage architecture and the guided user interface. Based on this it's obvious that the projects created in the older versions may not be correctly opened in version 20 or the application may fail to open them. Please be aware of that and excuse IDEA StatiCa for inconvenience. </p>\n<p>Read the full list of improvements in <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Release notes IDEA StatiCa Steel 20.0</a> and <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Release notes IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changes in version 10.1 and older</h3>\n<p>One of the reasons behind the new GUI is that a lot of engineers were saying: „IDEA StatiCa Connection needs to be more error-proof”. These “errors” are usually related to:</p>\n<ul>\n <li>Setting the correct <strong>length of members</strong> – in cases of extremely short or long members, this can hugely influence the results. Since version 9, IDEA StatiCa Connection automatically sets an appropriate length of all members.</li>\n <li><strong>Welds </strong>– stress plastic redistribution is by far the most accurate design method for welds and was introduced in version 7.1. During version 8 – and as a transition period - it was the default method, coexisting with the other evaluation methods. Since version 9, this method is the only option available and the other evaluation methods have been removed, to avoid confusion among the users, as we have seen through our helpdesk. This ensures that all welds in the project are safely designed and complying with the code.</li>\n</ul>\n<p>We have implemented several <strong>control mechanisms</strong> for IDEA StatiCa Connection since version 9.0 – automatic-check when the connection is modeled in a recommend way (singularity check, member lengths, their offsets, …). If the connection is not modeled properly, the calculation is interrupted or an error message is displayed. Please be aware that because of all of these improvements, opening projects from previous versions can lead to a different model geometry that may need some further editing.</p>\n<p>We have also improved <strong>meshing </strong>of hollow sections members – IDEA StatiCa Connection since version 9.0 generates finer meshing on hollow section members which might lead to slightly different results compared to older versions.</p>\n<p>We display the compatibility warning on each opening of a project from the older versions:</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"Compatibility of versions\"></figure>"
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"value": "<h2>1 New project</h2>\n<p>Run the <strong>IDEA StatiCa Connection</strong>. Everything starts on the <strong>Steel</strong> card. </p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Keep default settings</strong> for anchoring topology and step into the app. </p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Design</h2>\n<p><strong>After creating the solution</strong> from the template, to move the footing to the edge, we have to <strong>explode the template to separate operations. </strong></p>\n<figure data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fea954d-3d4b-4484-8cc8-1623c694e003/1.png\" data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" alt=\"\"></figure>\n<p>Let's adjust the baseplate and set <strong>The Shear Force transfer</strong> as<strong> Friction</strong>. </p>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><em>Note: Since the release of </em><em><strong>version 24.1, IDEA StatiCa Detail</strong></em><em> has been out of BETA for </em><em><strong>3D anchoring design</strong></em><em>. With this new version, shear can be transferred through anchors, shear lugs, and friction, too. </em></p>\n<p><strong>Input the internal forces</strong> for biaxially loaded anchoring. The internal forces cause compression stress on the contact between the ground and the concrete block. By default, the concrete block is assumed to be cracked. </p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Check</h2>\n<p><strong>Move</strong> to card,<strong> Check</strong> and <strong>Calculate</strong>. The code check proves the failure mode on the anchors. Let's explore more in detail about it.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Let's explore the potential failures for tension, shear, and mutual interaction according to EN 1992-4. </p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Please review the Detailed Check</strong> <strong>of the Anchors,</strong> as it reveals a nonconformity on the first page. <strong>This will inform you of the code-checks that you need to perform manually or using other methods</strong>, as they are not included in IDEA StatiCa Connection. It is recommended that you take the necessary actions to address this issue.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>Due to the failure of <strong>Anchor Check</strong>: </p>\n<ul>\n <li>The problem is caused by the <strong>Concrete breakout resistance of anchors in tension and shear</strong></li>\n <li><strong>This issue can be easily solved in IDEA StatiCa Detail, powered by the 3D CSFM method</strong>. It helps you overcome the model of plain concrete cracked blocks in IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Export</h2>\n<p>The in-house developed application<strong> IDEA StatiCa Connection now features a powerful BIM link into Detail</strong>, allowing for the design and check of reinforced concrete blocks with multiple combinations.</p>\n<p>Prerequisites for export: </p>\n<ul>\n <li>The model has to be<strong> pre-calculated and the results included</strong></li>\n</ul>\n<p>Go to the card <strong>Check -> RC check -> Save.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>The export is allowed only for anchoring topology. The export allows the transfer of:</p>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: Post installed (Adhesive) /Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook/Headed stud</li>\n <li>Friction coefficient</li>\n</ul>\n<h2>5 Design</h2>\n<p>This section will allow you to modify Members, Supports, Loads&Combinations, and Rebar assembly.</p>\n<h3>Support</h3>\n<p>The ground has some stiffness, which should be considered for precise design. The <strong>Surface Support</strong> enables stiffness in all three directions and is set <strong>as default inactive in tension</strong> (boundary nonlinearity).</p>\n<ul>\n <li>Please be cautious while making assumptions about boundary conditions. In the case of nonlinearity, if the moments are quite high, the concrete block's support in tension may turn over during analysis, causing large rotations. This may lead to a divergent model due to the flexible body motion.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Transfer devices</h3>\n<p>The anchors are taken over from IDEA StatiCa Connection. Two types of anchors can be selected.</p>\n<p>Cast-in-place anchors: </p>\n<ul>\n <li>Pre-installed anchors with the same properties in bond as the reinforcement bars</li>\n</ul>\n<p>Post-installed (Adhesive) anchors:</p>\n<ul>\n <li>Post-installed (chemical anchors) with the option to customise your bond strength based on the actual bond strength.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Pay attention to the correct setting of the <strong>Interconnection with a base plate</strong>. In the case of importing the footing from the Connection application, the <strong>Transfer of axial forces</strong> should be <strong>OFF</strong>, and the <strong>Transfer of shear</strong> should be <strong>ON</strong>. The reason is that the anchors are loaded directly by forces. You can read more about this here.</p>\n<p>If you were to design a footing from scratch in the Detail application, both options would be ON. When transferring shear through anchors, the user must determine which anchors will bear the shear force and select the corresponding checkbox. This aligns with EN requirements, which specify that shear should only be assigned to anchors effective for the concrete edge failure check.</p>\n<h3>Reinforcements</h3>\n<p>Set the concrete cover to 40 mm, which will be used as the default value for the reinforcement.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Select the <strong>Rebar-Assembly(1)-->Group of the bars 3D(2) </strong>and filling out the <strong>Diameter</strong>, <strong>Properties</strong> and <strong>Geometry(3)</strong>. </p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the <strong>Surface</strong>. All the other options are retained. </p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the options below. </p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copy </strong>the operation and change the options below. </p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Loads and combinations</h3>\n<p>Combinations are taken over from IDEA StatiCa Connection. All the consequences of import are mentioned <br>\nin detail in - Import of anchoring from Connection to Detail.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<p>Let's create the <strong>Self-weight:</strong></p>\n<figure data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ae675a-14f5-4777-bb5a-f71dd34b0b1a/10.png\" data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" alt=\"\"></figure>\n<p>Create a combination with Self-weight, and add the coefficient for self-weight = 1.35 according to the codes <br>\nEN 1991-1-1</p>\n<figure data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bfc20268-0bc8-4f33-b60f-d84054bb7d91/10_1.png\" data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" alt=\"\"></figure>\n<h2>6 Check</h2>\n<p><strong>Before running the analysis</strong>, we highly recommend <strong>changing the mesh multiplier</strong> to two or three in order to speed up the calculation. This step is not mandatory, but it can reduce computational time and help detect any divergence issues. <strong>If everything works smoothly and no problems arise, you can switch back to a multiplier of one</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Results</h2>\n<h3>Equivalent Principal Stress</h3>\n<p>The <strong>equivalent principal stress (EPS)</strong> in concrete is determined based on the volume behaviour of the concrete block. The areas that experience the highest load are identified and highlighted. In order to gain insight into the confinement in contrast with uniaxial compression, the equivalent stress is calculated using the kappa factor. More information about equivalent principal stress is enclosed in this article of the theoretical background.</p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Stress in rebars</h3>\n<p><strong>During the Reinforcement Check</strong>, it is critical to note that the anchor close to the corner is maximally utilised. </p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>When displaying the utilisation of reinforcement, the user can clearly see which reinforcement contributes to transferring the load and preventing the concrete cone failure.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Anchorage</h3>\n<p>Double-check the <strong>Anchorage</strong> settings and activate the <strong>Total Force in Anchors</strong>. The forces in the anchors may vary slightly due to the different calculation approaches regarding the concrete block. The differences are not significant, though. </p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Deformations</h3>\n<p>Move to <strong>Auxiliary</strong> and turn on the <strong>Deformation</strong>.</p>\n<p>It is not necessary to perform a deformation check for ULS, but it is highly recommended to check the deformation after analysis to ensure that the model is not experiencing large deformation, large rotation or any finite element is damaged. This will provide an overview of the analysis results and help identify any issues that may have arisen during the analysis.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Report</h2>\n<p>At last, go to the <strong>Report Preview/Print</strong>. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>You have checked the whole connection design according to the codes EN 1993-1-8 and EN 1992-4. 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"value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n <li>Members</li>\n <li>Supports</li>\n <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n <li>Whole surface</li>\n <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff. </p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only. </p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p> The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses. </p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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"value": "<h2>Loading</h2>\n<p>Load cases can be defined in the same way as for 2D reinforced concrete elements. This means that each load case can be assigned either a Permanent or a Variable load type. The Permanent load cases are applied to the model first, and after a successful calculation, the Variable load cases are applied.</p>\n<p><strong>Type of load impulses</strong></p>\n<p>A total of 4 types of load pulses can be added to each load case.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>The definition of <strong>Surface loads</strong> is identical to the definition of Surface support. This means it is possible to specify it in two ways: Whole surface and Polyline. In the case of Surface loads, of course, the load intensity is entered in the three general directions.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p><strong>Group of forces</strong> is a load entity that allows you to specify forces in three directions anywhere on the model using a table. It can be referenced to the base plate or the surface of a concrete block. For tabular input, it is again possible to use the copy-paste functionality from the spreadsheet program.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p><strong>The self-weight</strong> should be included in every model. For example, concrete foundations loaded with a bending moment will not so easily overturn.</p>\n<p><strong>Point loads</strong> can be loaded directly to the base plate with six internal forces Fx, Fy, Fz, Mx, My, and Mz in the general position. </p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3360543b_2063_01ea_8fbf_433cc8bcfd0b\"></object>\n<p>When using a base plate, applying this force directly to a realistic, deformable base plate can lead to unrealistic stress redistribution across the plate, anchors, and concrete. It is therefore more appropriate to use the second option - the stub.</p>\n<p><strong>The Stub</strong></p>\n<p>The stub is represented by a short part of the column above the base plate, which is modeled as a <strong>shell element structure</strong> and behaves as a physically accurate interface between the internal forces and the plate. A standard section database is used.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>The <strong>6-component internal force set</strong> (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> - i.e. the base of the column.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Constraints <strong>transfer the forces</strong> to the <strong>top face of the stub</strong>, from where they are naturally <strong>redistributed through the stub</strong> into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>This approach preserves the realistic stiffness interaction between column and plate and eliminates the need for any manual redistribution or artificial assumptions.</p>\n<p><em>The stub was released in </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<h3>Combinations</h3>\n<p>Because the analysis in IDEA StatiCa Detail is non-linear, so-called non-linear combinations are used. This means that individual load cases are not calculated and the results are not then added together. On the contrary, load cases of the same load type are added together before the calculation, of course with the respective coefficients defined in the combinations, and the individual combinations are then calculated. 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"value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n <li>Summary</li>\n <li>Strength</li>\n <li>Anchorage</li>\n <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview. </p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties. </p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction. </p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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"value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check </h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring – can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve. </p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own – see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases – <strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n <li><strong>Multiple anchoring close together</strong> – The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong> – A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n <li><strong>Consideration of existing reinforcement in renovations</strong> – Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included. </li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes – </em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution </h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures. </p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n <li><strong>IDEA StatiCa Connection</strong> – focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n <li><strong>IDEA StatiCa Detail</strong> – The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress. </li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads. </p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>. </p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before – so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. 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"value": "<p>Whether it’s limited space for <a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">anchoring</a>, an unconventional architectural layout, anchoring close to the edge, the need to fasten steel to irregular concrete shapes, or the demand from the construction site to design cast-in plates, these special cases demand more than just typical solutions. That’s exactly where the real design challenge begins.</p>\n<h3>How do structural engineers actually deal with these situations?</h3>\n<p>It starts with assumptions and a lot of manual work and calculations. Hours are spent iterating designs and code-checking. More than often analysed designs lead to unnecessarily oversized footings and plates due to concrete breakouts: </p>\n<ul>\n <li>Concrete edge failure</li>\n <li>Concrete cone failure</li>\n <li>Combination of failures</li>\n</ul>\n<figure data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6505d0c4-6232-48ae-b997-b532639234ec/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" alt=\"\"></figure>\n<p>Take anchoring near the edge, for example. Without reinforcement, it's almost impossible to pass a code-check for concrete edge or cone failure. When anchors are close to each other, you’re suddenly dealing with interacting cones—something most codes advise avoiding altogether. But what do you do when your layout simply doesn't allow for the recommended spacing? </p>\n<p>Supplementary <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">reinforcement needs to be considered</a>. <em>Eurocode 1992-4 - Design of concrete structures - Part 4: Design of fastenings for use in concrete </em>recommends establishing an appropriate strut and tie model. </p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>But what if an atypical shape of concrete block throws a spanner in the works?</p>\n<h3>Tackling anchoring challenges of non-standard concrete block geometries</h3>\n<p>Especially when dealing with irregular geometries or unique layouts that go beyond standard textbook cases, the process is not only time-consuming but also leaves too much room for uncertainty. In such cases, the general shapes can be unpredictable, making it crucial to carefully consider edge distances on all sides. Embedment depth may vary due to differences in block thickness or anchor positioning, and the anchors themselves may not be in the same plane.</p>\n<p>In <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">the latest release of IDEA StatiCa</a>, we’ve added powerful new capabilities to help you design and code-check anchoring in the real-world conditions that do not follow the textbook.</p>\n<p>You can now <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">design and code-check almost any shape of concrete block</a> for anchoring. Whether it’s a pedestal, non-rectangular anchor blocks, extensions of strip foundation, any shape of a wall, or a custom geometry required by architects.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Reinforcement-aware design of cast-in plates</h3>\n<p>In the construction industry, it's common to encounter supporting structures that incorporate both steel and concrete elements. The concrete components often play a key role in providing lateral stability to the steel framework. These elements are typically linked through the use of <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">cast-in plates</a>. Cast-in plates offer reliable anchorage, moreover, they can be fabricated to minimize drilling on construction site. Plates sit flush with the concrete surface, allowing clean and level connections. Cast-in plates are especially favored in applications such as façade support systems, steel frame connections in hybrid concrete-steel buildings, elevator guide rail supports, anchoring mechanical equipment, bridge bearings, and precast concrete panel connections.</p>\n<p>But while their applications are broad, the design can become significantly more complex. The axial forces are resisted by reinforcement in the concrete, which is welded to the steel plate to transfer the load through bond with the concrete. Shear studs, anchors or shear lug resist the shear forces.</p>\n<p>The design resistance of the embedded elements is highly dependent on the position of the concrete reinforcement, especially if the cast-in plate is positioned close to the edge (supporting façade systems).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (with CSFM 3D) automatically takes into account the reinforcement near the cast-in plate, which can significantly increase the loading capacity. 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"value": "<h2>Version 25.0 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4577f87e_589e_0139_aedf_e89eab10e893\"></object>\n<h2>Design anchoring in concrete the way you need</h2>\n<p>If you're regularly designing anchoring in reinforced concrete, especially with cast-in plates or pedestal bases, you’ll immediately notice the performance jump. With the solver overhaul in 25.0, anchoring models that used to run in 15 minutes can now be completed in just three.</p>\n<p>And it’s not just about speed. You now have cleaner, more versatile modeling tools. <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">Want to define cast-in plates with U-, L-, or I-shaped rebars</a>? You can do that in seconds, and reinforcement behavior adapts as you'd expect. <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">Need a custom foundation shape or a multi-level pedestal</a>? Use Boolean operations to carve out exactly what meets your requirements.</p>\n<figure data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/736aa3ef-d821-4660-a3cf-5be8e2fd94ac/Boolein_05.png\" data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" alt=\"\"></figure>\n<h2>Cut setup time with Parametric Templates</h2>\n<p>Manually building steel connections from scratch, or digging through old Excel sheets for reference, slows you down. That’s why version 25.0 introduces a smarter way to design: with over 200 ready-to-use parametric templates you can drop into your project through the new <a data-item-id=\"cc99ba50-ed96-445b-b357-96fbd857ba58\" href=\"\">Connection Wizard</a>.</p>\n<figure data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6b87ac5-5963-4b17-8d3d-aa097d95a325/Combination%20of%20parametric%20template%20and%20unrelated%20operations%200.png\" data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" alt=\"Combination of parametric template and unrelated operations\"></figure>\n<p>Select a joint, adjust the inputs, and watch the 3D preview adapt in real-time. Each template is validated and guided by safe input rules. If you push a parameter too far, you’ll get a warning. If you’re just getting started with IDEA StatiCa, these templates are the quickest way to produce reliable, code-checked designs.</p>\n<p>Need more control? You can “explode” any template into editable operations, giving you full control over the geometry, welds, bolts, and all the elements. You can also build company-specific libraries to standardize workflows and create re-usable templates.</p>\n<h2>Select just the critical connections in Checkbot</h2>\n<p>Got a model with hundreds, or even thousands, of connection nodes? You don’t have time to repeat connection setups one by one. <a data-item-id=\"7ba21733-7480-4d32-8a69-19128290b53a\" href=\"\">IDEA StatiCa Checkbot in version 25.0</a> has been upgraded to handle massive projects effortlessly.</p>\n<figure data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcdcdc0f-f978-415f-8d66-a776df5f5563/Bulk%20workflows%20and%20critical%20load%20filter%20in%20Checkbot%2000a.png\" data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" alt=\"Bulk workflows and critical load filter in Checkbot\"></figure>\n<p>Define a single reference connection with your member types, settings, and force direction. Checkbot automatically groups similar nodes and applies those parameters across the model. That means no more re-entering the same information 50 times. Just one setup, shared across the structure.</p>\n<p>Plus, with the new load extremes filter, out of up to 1,000 load effects, Checkbot pinpoints the critical few. Less computing time, fewer distractions, and no risk of missing the scenarios that actually matter. Once your checks are complete, generate reports in bulk. Choose between detailed outputs or summaries and export everything to PDF with a click.</p>\n<h2>Global-ready workflows</h2>\n<p>If you're working under ACI standards, or collaborating globally, no problem. IDEA StatiCa 25.0 includes full support for <a data-item-id=\"fbf41a21-2c16-4d27-875f-415de12ebcff\" href=\"\">ACI 318-19</a> in both steel and concrete design environments, with terminology that can be toggled between U.S. and UK English.</p>\n<p>In Australia, <a data-item-id=\"7ddfda28-482b-412a-8712-c4bd8c1616e9\" href=\"\">engineers can now work with region-specific code environments</a> fully covering tasks for 2D Detail. And for engineers in China, the GB anchoring code-check has been updated to reflect the latest local requirements.</p>\n<p>Precasters, <a data-item-id=\"aa86833c-cb6b-40d4-956e-f08c3940ec10\" href=\"\">can now export both tendon geometry and mapped reinforcement directly from Beam to Detail</a>, without needing to remodel the geometry and materials. And with <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">RCS now checking for lateral buckling for geometrical imperfections and construction or transport stages</a>, all in a single workflow.</p>\n<figure data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4dee2642-b908-492e-9ae6-f1727c60e720/Export%20from%20BEam%20to%20Detail_04.png\" data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" alt=\"\"></figure>\n<p>To get a complete picture of what IDEA StatiCa version 25.0 contains, be sure to check out the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">release notes</a>, download the latest version, and try it out for yourself using the link below. We cannot wait to hear your feedback!</p>\n<p>You can also sign up for our <a data-item-id=\"0e158996-3bdb-4968-8195-7147e1ed0727\" href=\"\">release webinar</a> to hear a more in-depth guide to the new release from some of the team that is behind bringing you this latest version.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<p><br></p>"
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"value": "<h2>1. Why did the calculation stop early?</h2>\n<p>The stop criteria in the 3D CSFM model ensure simulations halt at defined limits, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a> in the theoretical background for IDEA StatiCa Detail. By default, the \"Stop at Limit Strain\" option is active, stopping calculations when some of ULS criteria are reached. Utilization is checked for concrete, reinforcement, and anchorage. Concrete strain is limited to 5 % in compression and 7 % in tension due to convergence needs. Rebar plastic strain is capped at 5 %, while anchorage uses slip-based limits, not bond stress. This could be caused by several reasons. The most common reason is missing reinforcement. Divergence errors may also arise from an improperly supported model, leading to excessive deformation. Another reason can be that the design is not satisfying for the specified load and is simply overloaded.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. What types of supports can be used in Detail?</h2>\n<p>In 3D detailing, surface supports can add stiffness in all directions. By default, supports are compression-only (gray button), which can cause structures to \"fly away\" due to a lack of tension resistance. To allow tension, toggle the button to white. There are two different suggested approaches: </p>\n<p>1) Use default compression-only support for footings resting on ground, but remember to manually apply self-weight, as it's not exported from IDEA StatiCa Connection. </p>\n<p>2) For submodels (e.g., balconies, pedestals...) with continuous rebars, use standard support and continuous bar anchorage. This adds single-point constraints, ensuring proper force transfer and avoiding errors like concrete cover peeling or model divergence. Without it, models may fail due to strain limits (e.g., 7 % in tension). </p>\n<p>For detailed information about the functionalities of Detail 3D, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Full functionalities of Detail 3D</a>.</p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Why is it so important to follow the detailing rules?</h2>\n<p>The designed reinforcement should follow code-based detailing rules (e.g., supplementary reinforcement for tensile and shear force transfer according to EN 1992-4). Detail 3D ensures proper force flow: compression zones in concrete and tension in rebars. Proper reinforcement is essential as concrete doesn’t transfer tension. Detailing rules are not automated—users must apply them manually, and it is the structural engineer's responsibility to reinforce the concrete block in the correct way. </p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. How do I model shear force transfer correctly?</h2>\n<p>Shear force in base plates can be transferred via friction, anchors, or shear lugs, but only one method can be used at a time. For friction, ensure correct load case sequencing: apply compression (permanent) first, then shear (variable). If done incorrectly, the base plate may \"fly away.\" </p>\n<p>With a proper loading sequence and the friction coefficient set to 0.25, shear force can be transferred for 25% of the compression force. For shear-lugs, full shear force is transferred through them, but they aren't checked in IDEA StatiCa Detail. First, check the shear lugs in IDEA StatiCa Connection, then import into Detail. Load transfer in concrete blocks follows typical stress paths (flanges/web) based on load direction. For anchors, the user can define which anchors are effective for shear transfer. Still, they also aren't checked for shear in Detail—so verify their capacity first in Connection before simulating in Detail. </p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. What to consider when exporting from Connection to Detail?</h2>\n<p>The loads can be applied directly to anchors (tension, compression, shear) or the base plate (all six internal forces). Anchors and base plates are modeled as separate elements, so the force transfer between them must be manually activated through constraints. </p>\n<ul>\n <li>When exporting the anchoring model from IDEA StatiCa Connection (e.g., see <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM link Connection to Detail - Eccentrically loaded anchoring</a>), axial force transfer between anchors and the base plate is turned off to avoid unwanted additional prying of the base plate. </li>\n <li>Alternatively, when modelling from scratch and applying load directly on the base plate, the user has to activate axial and shear transfer between the base plate and anchors.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. What stiffness of the base plate should be set?</h2>\n<p>Setting the correct stiffness of the base plate is also important. Three models are compared in the following figure: </p>\n<ul>\n <li>a flexible base plate exported from Connection, </li>\n <li>a flexible base plate modeled directly in Detail 3D with a load applied at a single point, </li>\n <li>and a rigid base plate with increased thickness, with a load applied at a single point. </li>\n</ul>\n<p>Results showed that flexible plates modeled directly in Detail 3D produce inaccurate stress distributions and artificial prying effects. The rigid plate eliminates these issues, giving results consistent with the Connection export. Anchor forces were similar in the first and the third models, but the second (flexible plate in Detail 3D) overestimated anchor forces by over 30 %, making it an incorrect approach. Therefore, if not exporting from Connection, and loading at a single point, to get the interaction between the base plate and concrete as close to reality as possible, the suggestion is to use the stiff base plate.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d4076e6_85ee_0108_1893_42f54e5d6b8c\"></object>\n<h2>7. What about the contact stress?</h2>\n<p>In Connection, setting a Contact between two steel plates and displaying the contact stress is possible. However, it is a known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">here</a>) that the contact stress between steel plates is neglected during the export from Connection to Detail.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<p>There are two consequences of this for the Detail model:</p>\n<ul>\n <li>Part of the load is missing completely.</li>\n <li>Imported loads are not in equilibrium, and the model can not be calculated because of huge base plate deformations and analysis divergence.</li>\n</ul>\n<p>How to resolve this limitation? There are two options:</p>\n<ul>\n <li>Modify your model in the Connection app so that there is no contact between plates, generating contact stresses. Operations <strong>End Plate</strong>, <strong>Splice</strong>, and <strong>Stiffening plate</strong> (input type <strong>Doubler</strong>) automatically generate contact in the background!</li>\n <li>Delete the load effects exported from the Connection model; select the base plate and change <strong>Load type</strong> to <strong>Column</strong>; add a new <strong>Load case</strong> and a <strong>Load impulse,</strong> and input the internal forces as in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6faacfec-06c2-4cfc-b034-bdd42090afea/What%20about%20the%20contact%20stress%2002.png\" data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" alt=\"\"></figure>\n<h2>8. Why does bond stress exceed 99,9 % so fast?</h2>\n<p>In most models, bond stress in anchorage exceeds 99,9% utilization for very low tension load levels. The reason can be found in the bond stress-strain diagram between the anchor/reinforcement and the concrete, as shown in the figure below. The bond reaches its ultimate stress rapidly, and any further loading leads to plastic deformation of the bond. To determine the ultimate bond stress for the adhesive anchors, see the article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Bond strength for anchors in Detail 3D</a>.</p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. How should I manage mesh settings?</h2>\n<p>Mesh quality is crucial for 3D simulations, especially for nonlinear problems, as it directly impacts calculation time. The mesh multiplier ranges from 0.5 to 5, with 1 being the default. Using a factor of 5 speeds up simulations, helping identify errors, but results may be inaccurate (over 30% error). After verifying the model, the suggested factor is 1 or lower for accurate stress and strain, which increases analysis time. A coarse mesh (higher factor) is used for predesign, while a finer mesh (lower factor) provides more accurate results in the final simulation, especially around anchors.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h2>10. Is it possible to import multiple anchorings?</h2>\n<p>Yes, it is. And what happens after exporting the multiple anchoring from Connection to Detail? Two or more concrete blocks are imported to Detail depending on the number of base plates in the Connection, where every base plate has its own concrete blocks. The known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitation for Detail 3D</a>) is that multiple solid blocks are not supported in Detail. So the user has to delete all blocks besides one, and relate all the other base plates to that block. Then, the correct anchor and weld forces distribution is reached.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h2>Conclusion</h2>\n<p>The 3D CSFM in IDEA StatiCa Detail is a powerful tool for modeling nonlinear concrete and rebar behavior, ensuring compliance with Eurocode and ACI. It effectively handles bond interactions, tension and compression zones, and reinforcement layouts, offering robust anchoring and load transfer solutions. The criteria ensure that calculations stop when critical strain limits are reached, and proper reinforcement detailing is essential for realistic results. Mesh quality is crucial for accurate simulations, with finer meshes providing better precision at the cost of longer analysis times. Supplementary reinforcement, shear force transfer, and correct export settings are also key factors in achieving accurate, code-compliant designs.</p>\n<p>For more detailed information, take a look at the webinar <a data-item-id=\"fe18abc4-7d3c-45ac-97e6-002bf87224ef\" href=\"\">10 Most Frequently Asked Questions for 3D Anchoring</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n52d28e81_1616_01e2_a821_827f1ce6ac7c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ca2405e0_92af_011f_a520_4c427debe025\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2aa41181_a7e4_0123_9223_f5d0a6efae46\"></object>"
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Name: RN 24.1: Import of anchoring from Connection to Detail
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"value": "<p>Anchoring in a plain concrete block can be modeled and code-checked in IDEA StatiCa Connection. Sometimes, it could be useful or necessary to reinforce the concrete block. Although, this capability isn't available within the Connection app, we have 3D Detail. 3D Detail is focused on solving anchoring into concrete blocks and analysis of both the anchoring elements and the concrete block itself. Moreover, a direct link is implemented between the Connection and Detail applications to simplify the process.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Connection users who design <strong>anchoring according to Eurocode</strong> can <strong>import their model from Connection to the advanced 3D Detail by one button click</strong>.</p>\n<h3>How does it work?</h3>\n<ul>\n <li>Import is allowed just for anchoring. If there is no concrete block in the Connection model, the export to Detail is disabled (\"RC check\").</li>\n <li>The model in Connection has to be calculated. If results are not available, the export icon (\"RC check\") is disabled.</li>\n <li>Only one concrete block for the import/export is allowed.</li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>The connection is imported, including </h3>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">Adhesive</a>/Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook</li>\n <li>Friction coefficient</li>\n</ul>\n<h3>How to export anchoring from Connection to Detail</h3>\n<p>First, create a model of anchoring in Connection according to Eurocode and click the Calculate button.</p>\n<p>When results exist, export of footing is enabled. By clicking the button \"<strong>RC Check</strong>\" in the ribbon, a dialog asking for the location and the name of the newly created Detail file appears.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>After a successful export, the project in Detail is created. The geometry of the concrete block and the base plate, the position and properties of anchors, and the load are automatically transferred to Detail. Surface support placed at the bottom surface of the concrete block is automatically created.</p>\n<p>The most tricky part of this process is the import of the load. For every calculated load effect in Connection, the corresponding load case and the ULS combination are automatically created in Detail.</p>\n<ul>\n <li>The base plate is loaded by <strong>forces in welds,</strong> which are modeled as a <strong>Group of forces. </strong>For the loading of the base plate itself, the imported loading is represented by a group of forces following the stresses in welds between the base plate and steel members in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n <li>Anchors are modeled and loaded independently from the base plate, and they are axially loaded by point loads. 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The other one represents the compression force acting on the base plate. </li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>The Checkbox \"Transfer of axial forces\" is unticked by default as the anchors are loaded by forces directly. </p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n <li>Shear is transferred according to the setting in Connection by one of the options – anchors, shear lugs, or friction. 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"value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated. </p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot. </p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n <li>International design standard (code) </li>\n <li>Profile type and material </li>\n <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n <li>Only connections with 1 member (simple footings)\n <ul>\n <li>Only steel-to-concrete anchoring</li>\n <li>No complex design (footing with braces)</li>\n </ul>\n </li>\n <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>IDEA StatiCa is a tool for solving complex 3D tasks and is fully verified for anchoring in concrete blocks. This solution allows you to perform designs without oversimplifications and provides checks based on the Ultimate Limit State (ULS). Thus, we have a tool to capture all types of <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">concrete failures</a> for footing. Together with IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> for anchorage verification, we offer a comprehensive package for everyone dealing with steel-to-concrete connections.</p>\n<p>Enhanced shear transfer, improved results, and simplified integration between <strong>IDEA StatiCa Connection</strong> and <strong>IDEA StatiCa Detail</strong>, along with the verifications, means the solution is now fully capable of handling real, practical examples of any kind of anchoring. </p>\n<h3>What are some key improvements compared to the BETA version?</h3>\n<ul>\n <li><strong>Shear transferring devices:</strong> Fundamental entities that enable the general design of all types of anchoring <strong>(Anchors, Shear lugs, and Friction)</strong>. There are all types corresponding to the options in IDEA StatiCa Connection, allowing smooth import. Read the separate release note dedicated to <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transferring devices.</a></li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n <li><strong>Result Sections</strong>: As part of the improvements for a better understanding of the results, Detail provides the opportunity to see the actual behavior of the structure. Read the separate release note: <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n <li><strong>Full Connection export with new entities: </strong>The import is possible, including all information about materials, types of anchors, and their end treatments. Read the separate release note: <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Import of anchoring from Connection to Detail</a></li>\n <li><strong>Working Grid Plane</strong>: There is a new grid to help surface identification during modeling, reinforcement, creating sections, etc. Read the separate release note: <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Modelling improvement - Grids and Self-weight</a></li>\n <li><strong>Self-weight:</strong> The application includes another load type, self-weight. It is automatically calculated based on the dimensions and the selected material. </li>\n <li><strong>Refined mesh around anchors:</strong> The mesh around the anchors has been locally refined for accurate results. This setting cannot be changed. The mesh is generated automatically.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Comprehensive functionality description of 3D Detail.</a></p>\n<p><em>Note: Currently for Eurocode (EN) only.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17664d22_8237_0160_ba3e_adce2e7403ca\"></object>\n<h3>Known limitations for Detail 3D</h3>\n<p>Since Detail is just a tool that cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the limitations that must be taken into account:</p>\n<ul>\n <li>The solution is suitable only <strong>for reinforced concrete.</strong></li>\n <li>The application provides<strong> ULS checks</strong> according to EN.</li>\n <li><strong>Only one concrete block</strong> is supported in Detail.</li>\n <li>In Detail, the anchors are only checked for tensile strength. It is necessary to <strong>use Connection for shear and interaction checks</strong>.</li>\n <li>Only models <strong>anchored via the base plate</strong> and <strong>only Direct contact </strong>can be imported to Detail (from Connection). </li>\n <li><strong>Imported loads and user-input loads cannot be combined within one model.</strong></li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article: <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>Verifications</h3>\n<p>We emphasize once again that although Detail 3D is a general solution for modeling any detail, we verify examples step by step. The current focus is mainly on verifying functionalities related to <a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">anchoring</a>. See the overview of what are possible use cases and plans for further development below:</p>\n<table><tbody>\n <tr><td><strong>Use-case</strong></td><td><strong>Functionality ready</strong></td><td><strong>Verification provided</strong></td><td><strong>Verification in version</strong></td></tr>\n <tr><td>Footings of steel columns</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General anchorings of steel members <br>\n(beams, bracings, lifting lugs...)</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General use of the Detail 3D for other cases (Pile caps, Pier caps, etc.)</td><td><p>YES</p>\n<p><br></p>\n</td><td>NO</td><td><p>in development</p>\n<p><br></p>\n</td></tr>\n <tr><td>Wall model type</td><td>NO</td><td>NO</td><td>in development</td></tr>\n</tbody></table>\n<p><br></p>\n<p>We continuously update and add new <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&label=detail_3d\">verifications for 3D Detail</a>, where we verify the functionality and the assumptions. For a deeper understanding of the method, read the comprehensive <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>, which includes the main assumptions, a description of the material model, and more.</p>\n<p>Released in IDEA StatiCa version 24.1</p>"
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"value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n <li>Summary</li>\n <li>Strength</li>\n <li>Anchorage</li>\n <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview. </p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties. </p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction. </p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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"value": "<p>Na prática, os engenheiros podem encontrar diferentes tipos de elementos finitos (desde simples elementos de barra 1D até elementos de tijolo 3D mais complicados) que são utilizados numa variedade de aplicações para a análise e projeto de elementos estruturais. Uma caraterística comum da maioria dos cálculos na prática tende a ser o comportamento linear dos modelos, cujas vantagens são, sem dúvida, a rapidez, a clareza e simplesmente o facto de, para uma grande variedade de problemas, esta solução ser suficiente.</p>\n<p>Especialmente no mundo das estruturas de betão, acontece frequentemente que a abordagem linear não é suficiente, simplesmente porque após o aparecimento das primeiras fissuras no elemento carregado, as tensões são redistribuídas e o problema torna-se significativamente não linear.</p>\n<p>Para estes casos, é necessário escolher uma das abordagens mais sofisticadas. Para casos 1D, é frequente encontrar métodos analíticos definidos diretamente nos códigos. Por exemplo, os populares modelos Strut e Tie podem ser construídos para elementos planos 2D e regiões de descontinuidade (regiões D), ou o método de campo de tensão mais sofisticado implementado no IDEA StatiCa Detail, CSFM, pode ser utilizado.</p>\n<p>No entanto, se o engenheiro se deparar com um problema que não pode ser simplificado para o comportamento planar, as opções são muito limitadas. Naturalmente, um modelo 3D de escora e tirante pode ser construído ou um software semi-científico pode ser utilizado para uma análise precisa. Esses procedimentos geralmente são demorados, não estão em conformidade com o código e exigem um engenheiro com conhecimento em métodos de modelagem avançados.</p>\n<p>Por este motivo, a IDEA StatiCa desenvolveu e implementou o 3D CSFM (Compatible Stress Field Method) na aplicação Detail. O 3D CSFM estende o CSFM estabelecido para uma terceira dimensão, oferecendo uma solução rápida e em conformidade com o código que é principalmente aplicável ao engenheiro do dia a dia, dando-lhe uma nova capacidade única para abordar com segurança os detalhes complexos das estruturas de betão.</p>"
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"value": "<p>O CSFM 3D define o comportamento do betão com base na teoria da plasticidade de<strong> Mohr-Coulomb modificada</strong> para cargas monotónicas. O método <strong>considera as tensões principais do betão na compressão e as tensões da armadura (</strong><strong><em><sub>σsr</sub></em></strong><strong>) nas fissuras, negligenciando a resistência à tração do betão (corte de tensão), exceto o seu efeito de reforço na armadura (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>reforço de tensão</strong></a><strong>).</strong></p>\n<p><strong><em><sub>σc1r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc2r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc3r</sub></em></strong> ≤<strong><em> 0 MPa</em></strong></p>\n<p>Os varões de reforço estão ligados aos elementos finitos do volume de betão através de elementos de ligação, permitindo o deslizamento entre o betão e o reforço. É de notar que o CSFM 3D <strong>não é adequado para simular betão simples</strong> devido à ausência de tensão, o que pode resultar em deformações enganadoras e divergência de modelos. De um modo geral, a teoria de Mohr-Coulomb inclui duas propriedades fundamentais que regem a evolução da superfície de plasticidade em compressão e parcialmente em tração: o ângulo de atrito interno <em>φ</em> e o parâmetro de coesão <em>c</em>. <strong>O CSFM 3D assume um ângulo de atrito interno nulo </strong>(Fig. 1e), conduzindo a um dimensionamento conservador devido à semelhança da superfície de plasticidade com o modelo de Tresca, que é independente do primeiro invariante de tensão.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Pressupostos básicos do CSFM 3D: (a) tensões principais no betão; (b) tensões na direção da armadura;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) diagrama tensão-deformação do betão em termos de tensões máximas; (d) diagrama tensão-deformação da armadura}}\\) \\( \\textsf{\\textit{\\footnotesize{em termos de tensões nas fissuras e deformações médias; (e) círculos de Mohr para o modelo de betão em CSFM 3D; (f) tensão de corte da ligação - deslizamento}}\\) \\( \\textsf{\\textit{\\footnotesize{relação para verificações do comprimento de ancoragem.}}}\\)</em></p>\n<h4>Betão</h4>\n<p>O modelo de material apresentado é um modelo de plasticidade multi-superfície dado pela combinação dos modelos de Mohr-Coloumb e Rankine para carregamento monotónico. É importante notar que este modelo não aborda a descarga, pelo que as variáveis de estado não são armazenadas, como seria o caso nos modelos clássicos de plasticidade utilizados para cargas cíclicas.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>Como já foi referido, o modelo de material destina-se a ser utilizado em aplicações que calculam a resposta do betão armado (não é adequado para betão simples). Isto deve-se à exclusão do betão em tração. Por conseguinte, o modelo nem sequer é adequado para elementos estruturais em que as regras de dimensionamento do betão armado, tais como a taxa de armadura mínima, o espaçamento máximo entre barras, etc., não são cumpridas. Deve também ser acrescentado que, por razões de estabilidade numérica, é definida uma capacidade de tração muito pequena no modelo. A parte de tração é limitada por planos correspondentes ao modelo de Rankine.</p>\n<p>O modelo CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, considera um ramo infinitamente plástico após a tensão de pico ser atingida). Esta simplificação não permite a verificação da capacidade de deformação das estruturas que roem à compressão. No entanto, a sua capacidade última é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução<sub>𝜂𝑓𝑐</sub> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>fc</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<p>A <em>fc</em><em><sub>,red</sub></em> é então comparada com a Tensão Principal Equivalente σc<em><sub>,eq</sub></em> no betão, que será definida mais tarde, naturalmente, com a consideração de todos os factores de segurança prescritos pelo código.</p>\n<p>Uma descrição detalhada do modelo de betão pode ser encontrada na seguinte ligação:</p>\n<ul>\n <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Modelo de material de betão para detalhe 3D</strong></a></li>\n</ul>\n<h4>Reforço</h4>\n<p>O diagrama bilinear tensão-deformação para varões de armadura, tal como definido pelos códigos de projeto (Fig. 1d), representa um modelo idealizado. Este modelo requer o conhecimento das propriedades básicas da armadura durante a fase de projeto, especificamente a classe de resistência e ductilidade. Em alternativa, os utilizadores têm a opção de definir uma relação tensão-deformação personalizada.</p>\n<p>A rigidez à tração é considerada através da modificação da relação tensão-deformação do varão de reforço nu para captar a rigidez média dos varões embebidos no betão (<sub>εm</sub>) (Fig. 1b).</p>\n<h4>Ancoragem</h4>\n<p>O deslizamento da ligação entre a armadura e o betão é introduzido no modelo de elementos finitos considerando a relação constitutiva simplificada rígida-perfeitamente plástica apresentada na (Fig. 1f), sendo <em><sub>fbd</sub></em> o valor de projeto (valor facturado) da tensão última da ligação especificada pelo código de projeto para as condições específicas da ligação.</p>\n<p>Este é um modelo simplificado com o único objetivo de verificar as prescrições de ligação de acordo com os códigos de projeto (i.e., ancoragem do reforço). A redução do comprimento de ancoragem quando se utilizam ganchos, laços e formas de barra semelhantes pode ser considerada através da definição de uma determinada capacidade na extremidade da armadura, como será descrito mais adiante.</p>\n<h4>Ancoragens</h4>\n<p>O elemento da ancoragem é definido como sendo capaz de transferir forças normais de tração ou compressão, bem como forças de corte, considerando também a rigidez à flexão. No entanto, apenas é avaliada a tensão normal nas ancoragens.</p>\n<p>Estão disponíveis dois tipos de ancoragens:</p>\n<ul>\n <li>Ancoragem adesiva</li>\n <li>Reforço no local</li>\n</ul>\n<p>O comportamento da armadura de betão armado é o mesmo que o da armadura clássica (tipo de ancoragem, ligação, etc.) <strong>. Para as ancoragens adesivas, é possível definir diretamente o valor de projeto da resistência da ligação.</strong> Este valor deve ser lido na ficha técnica do fabricante.</p>"
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"value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory is a mathematical model describing the response of<strong> </strong>brittle materials, to shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the compressive strength far exceeds the tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In structural engineering, it is used to determine failure load as well as the angle of fracture for displacement of fracture surface in concrete and similar materials. Coulomb's friction hypothesis is used to determine the combination of shear and normal stress that will cause a fracture of the material. Mohr's circle is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the principle of normality, the stress introduced at failure will be perpendicular to the line describing the fracture condition. </p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the angle of friction. This makes the strength of the material determinable by comparing the external mechanical work introduced by the displacement and the external load with the internal mechanical work introduced by the strain and stress at the line of failure. By conservation of energy, the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 5.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 6.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases. </p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 5, where the real angle of internal friction is used, and Figure 6, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way. </p>\n<p>\\[\\kappa = \\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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"value": "<h3>Equações de equilíbrio</h3>\n<p>A teoria das pequenas deformações permite a montagem da equação de equilíbrio com base no volume não deformado, utilizando uma abordagem de primeira ordem.</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Equações de equilíbrio e representação gráfica em elemento infinitesimal}}}\\]</em></p>\n<h3>Equações de compatibilidade</h3>\n<p>Um corpo sólido é constituído por volumes infinitesimais ou pontos materiais, cada um dos quais está interligado sem intervalos ou sobreposições. As condições matemáticas devem ser respeitadas para evitar a ocorrência de lacunas ou sobreposições quando um corpo contínuo sofre deformação.</p>\n<h3>Equações constitutivas</h3>\n<p>As equações constitutivas que regem o comportamento dos elementos 3D desempenham um papel fundamental na análise do comportamento dos materiais em mecânica estrutural. Estas equações são formuladas para acomodar o <strong>comportamento isotrópico</strong> não linear, que é válido para barras <strong>de blocos sólidos </strong>no IDEA StatiCa Detail.</p>\n<p>Quando se trata de uma <strong>parede 3D</strong>, é essencial ter em conta o <strong>comportamento </strong>ortotrópico ao longo da sua espessura, prestando especial atenção à tensão no betão devido à ausência de armadura transversal. A ortotropia é causada pela permissão da tensão no betão numa direção fora do plano. As propriedades do material, como o módulo de elasticidade e o coeficiente de Poisson, permanecem as mesmas.</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Matriz de conformidade isotrópica linearmente elástica}}}\\]</em></p>"
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"value": "<p>O modelo de análise de elementos finitos não linear (inelástico) é criado por vários tipos de elementos finitos utilizados para modelar o betão, a armadura e a ligação entre eles. Os elementos de betão e de armadura são inicialmente malhados de forma independente e depois interligados através de restrições multiponto (elementos MPC). Isto permite que o reforço ocupe qualquer posição não limitada aos nós da malha tetraédrica. Para verificar o comprimento da ancoragem, a ligação e a extremidade da ancoragem, são inseridos elementos de mola entre a armadura e os elementos MPC.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 10\\qquad Modelo de elementos finitos: elementos de reforço mapeados para a malha de betão utilizando elementos MPC e de ligação}}}\\]</em></p>\n<h4>Betão</h4>\n<p>O betão é analisado utilizando <strong>elementos tetraédricos mistos com rotações nodais</strong>. Os elementos tetraédricos permitem-nos criar malhas em regiões de qualquer topologia, enquanto a formulação implementada garante resultados de deformação precisos (sem tensões de corte espúrias, conhecidas como efeito de bloqueio de corte), mesmo para malhas grosseiras que não seriam adequadas para a formulação de elementos tetraédricos lineares.</p>\n<p>É utilizada a integração total. Isto significa que cada elemento está equipado com quatro pontos de integração situados dentro do volume. Esta integração produz um campo preciso de deformação e tensão, permitindo uma avaliação e apresentação suficientes dos resultados em todo o volume. Posteriormente, os critérios de paragem são estabelecidos com base no valor do ponto de integração.</p>\n<h4>Reforço</h4>\n<p>As armaduras são modeladas por elementos de \"barra\" 1D de dois nós (CROD), que apenas têm rigidez axial. Estes elementos são ligados a elementos especiais de \"ligação\" que foram desenvolvidos para modelar o comportamento de deslizamento entre um varão de reforço e o betão circundante. Estes elementos de ligação são posteriormente ligados por elementos MPC (multi-point constraint) à malha que representa o betão. Esta abordagem permite a criação de malhas independentes para a armadura e para o betão, enquanto a sua interligação é assegurada posteriormente.</p>\n<h4>Elementos de ligação</h4>\n<p>O comprimento de ancoragem é verificado através da implementação das tensões de corte de ligação entre os elementos de betão (3D) e os elementos do varão de reforço (1D) no modelo de elementos finitos. Para este efeito, foi desenvolvido o tipo de elemento finito \"ligação\".</p>\n<p>O elemento de ligação é definido como um elemento finito de casca ligado a elementos que representam a armadura pela primeira camada e pela segunda camada à malha de betão através de restrições multiponto (elementos MPC). É de notar que o elemento de ligação é sempre apresentado neste artigo com uma altura diferente de zero, que é, no entanto, definida como infinitesimal no modelo.</p>\n<p>O comportamento deste elemento é descrito pela tensão de ligação, <em><sub>τb</sub></em>, como uma função bilinear do deslizamento entre os nós superior e inferior, <em>δu</em>, ver (Fig. 11).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad (a) Ilustração concetual da deformação de um elemento de ligação; (b) função de deformação de corte}}}\\]</em></p>\n<p>O módulo de rigidez elástica da relação ligação-deslizamento, <em>Gb</em>, é definido da seguinte forma:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em><sub>kg</sub></em> coeficiente dependente da superfície do varão de reforço (por defeito, <em>kg</em> = 0,2)</p>\n<p><em><sub>Ec</sub></em> módulo de elasticidade do betão (tomado como <em>Ecm</em> no caso de EN)</p>\n<p>Ø o diâmetro do varão de reforço</p>\n<p>Os valores de cálculo (valores ponderados) da tensão última de corte da ligação, <em><sub>fbd</sub></em>, fornecidos nos respectivos códigos de cálculo selecionados EN 1992-1-1 ou ACI 318-19 são utilizados para verificar o comprimento da ancoragem. O endurecimento do ramo plástico é calculado por defeito como <em>Gb/105</em>.</p>\n<h4>Mola de ancoragem</h4>\n<p>O fornecimento de extremidades de ancoragem aos varões de reforço (i.e., curvas, ganchos, laços...), que cumprem as prescrições dos códigos de dimensionamento, permite a redução do comprimento de ancoragem básico dos varões<em>(lb</em><em><sub>,net</sub></em>) por um determinado fator β (referido como o \"coeficiente de ancoragem\" abaixo). O valor de projeto do comprimento de ancoragem<em>(lb</em>) é então calculado da seguinte forma:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad Modelo para a redução do comprimento de ancoragem: a) Força de ancoragem ao longo do comprimento de ancoragem de }}}\\] \\[ \\textsf{\\textit{\\footnotesize{a barra de reforço, b) lei constitutiva da força de ancoragem por deslizamento}}\\]</em></p>\n<p>A redução do comprimento de ancoragem é incluída no modelo de elementos finitos através de um elemento de mola na extremidade da barra (Fig. 12a), que é definido pelo modelo constitutivo apresentado na (Fig. 12b). A força máxima transmitida por esta mola<em>(</em><em><sub>Fau</sub></em>) é:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>onde :</p>\n<p><em>β</em> o coeficiente de ancoragem baseado no tipo de ancoragem</p>\n<p><em><sub>Como</sub></em> a secção transversal do varão de reforço</p>\n<p><em><sub>fyd</sub></em><em> </em>o valor de projeto (valor calculado) da tensão de cedência da armadura</p>"
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"value": "<h3>Placa de base</h3>\n<p>A placa de base é modelada como um elemento de casca linear. O material de aço utilizado para as placas de base é definido no separador Materiais. A única propriedade física é o módulo de elasticidade <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad A definição do material da placa de base}}}\\]</em></p>\n<p>A placa de base pode ser carregada por uma carga pontual (Fx, Fy, Fz, Mx, My, Mz) e por um grupo de forças (Fx, Fy, Fz), utilizado principalmente para carregar modelos exportados do IDEA StatiCa Connection. Note que as cargas pontuais e os momentos pontuais carregam diretamente o nó correspondente da placa de base. Isto significa que não há redistribuição, apenas pela rigidez da placa de base.</p>\n<p>Esta implementação permite importar efeitos de carga da Ligação IDEA StatiCa que são aplicados à placa de base na localização dos elementos finitos de soldadura individuais com o valor e a direção determinados a partir da tensão geral desse elemento finito de soldadura. Para mais informações, consulte o capítulo correspondente deste documento.</p>\n<p>O contacto apenas por compressão friccional é definido entre a placa de base e o betão. Para a <strong>transferência de cisalhamento</strong>, o utilizador pode escolher entre três opções:</p>\n<ul>\n <li><strong>Por ancoragens</strong></li>\n <li><strong>Por fricção</strong></li>\n <li><strong>Por olhal de cisalhamento</strong></li>\n</ul>\n<p>O software não permite a combinação destes mecanismos de transferência de cisalhamento.</p>\n<p><strong>O</strong> coeficiente<strong>de atrito</strong> deve ser introduzido como um valor projetado (calculado). No caso de a força de corte resultante <em><sub>Fxy</sub></em><em> </em>exceder a força de pressão <em><sub>Fz</sub></em> vezes o coeficiente de atrito <em>μ</em>, o cálculo pára e nem todas as cargas se aplicam ao modelo. A condição é escrita da seguinte forma:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>Isto pode ser visto no exemplo seguinte, onde são considerados dois casos de carga.</p>\n<ul>\n <li>LC1 - Tipo permanente - <sub>Fz</sub> = 100 kN</li>\n <li>LC2 - Tipo variável - <sub>Fx</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad Entrada de carga para o exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>No primeiro passo de cálculo, toda a carga permanente é aplicada. Em seguida, a carga variável é aplicada gradualmente até atingir o valor da carga de pressão vezes o coeficiente de atrito.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad Resultados do exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>O gráfico da Figura 16 define o comportamento do contacto de atrito entre a placa de base e o betão.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Gráfico força-deslocamento que descreve o comportamento do contacto por atrito}}\\]</em></p>\n<p>O valor de <em>Fzμ</em> difere para cada incremento do cálculo, enquanto o valor da deformação de corte máxima <em><sub>uxy</sub></em> é constante.</p>\n<p>Se a força normal de compressão <em><sub>Fz</sub></em> e a força de corte <em><sub>Fxy</sub></em> forem introduzidas num tipo de caso de carga (por exemplo, apenas permanente), e a condição de <em><sub>Fxy</sub></em><em> / (</em><em><sub>Fzμ</sub></em><em>) ≤ 1</em> não for cumprida<em>, </em>não será aplicada qualquer carga ao modelo porque a condição não é cumprida em nenhum incremento do cálculo.</p>\n<p><strong>O olhal de corte</strong> está ligado à malha de betão por restrições que permitem apenas a compressão e a transferência de tensões normais.</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Shear lug transferência do mecanismo de corte}}}\\]</em></p>\n<p>O lug de cisalhamento é modelado a partir de elementos de casca lineares, onde o módulo de elasticidade E define o material.</p>\n<p>Os resultados não são avaliados e apresentados para a placa de base, bem como para a barra de corte.</p>\n<h3>Ancoragens</h3>\n<p>Os elementos finitos que representam as ancoragens são modelados de forma a poderem transferir forças normais e de corte para o betão, tendo também em conta a rigidez à flexão das ancoragens. Para modelar o deslizamento entre a ancoragem e o betão circundante, são utilizados os mesmos elementos de ligação e MPC que para a armadura. A diferença é que, no caso das ancoragens adesivas, é possível especificar a resistência de projeto da ligação.</p>\n<p>As ancoragens podem ser interligadas com placas de base. Para esta interligação, é utilizada uma restrição totalmente não linear para ligar a extremidade da ancoragem a um nó da placa de base. Este elemento permite-nos controlar todos os graus de liberdade para garantir, por exemplo, que nenhuma pressão é transferida pelas ancoragens para a placa de base sem separação, ou que nenhum corte é transferido pela ancoragem ao modelar um olhal de corte, etc.</p>\n<p>As definições de<strong>interligação com a placa de base</strong> para ancoragens permitem ao utilizador controlar se a ancoragem será ligada à placa de base através das restrições mencionadas anteriormente e como.</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p>Na versão atual <strong>, apenas</strong> <strong>é suportado</strong> <strong>o contacto direto</strong> entre a placa de base e o betão <strong>.</strong></p>\n<p>A força de compressão não é transferida da placa de base para a ancoragem no caso de contacto direto. 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Por outro lado, para a transferência de cisalhamento utilizando ancoragens, este campo dá a opção de excluir algumas ancoragens da transferência de cisalhamento.</p>"
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"value": "<p>O modelo IDEA Statica Detail não tem de ser sempre modelado a partir do zero ou de um modelo. Existe também a opção de importar o modelo incluindo os efeitos de carga do IDEA StatiCa Connection. A geometria do bloco de betão, as ancoragens, a placa de base, os materiais e os efeitos de carga são transferidos.</p>\n<figure data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d9e99b1-b39c-4b40-876a-1bb351b6f5c8/Connection%20export.png\" data-asset-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" data-image-id=\"10a571a8-c649-479f-a6a1-775847ff787b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Cargas importadas do IDEA StatiCa Connection}}}\\]</em></p>\n<p>A placa de base é carregada por um grupo de forças determinado a partir da tensão geral de cada elemento finito das soldaduras que ligam a barra de aço e a placa de base.</p>\n<p>Uma vez que a definição dos componentes individuais é diferente em Ligação e Detalhe (por exemplo, a placa de base é modelada por um material linear em Detalhe, enquanto que em Ligação é modelada por um material plástico), haveria uma redistribuição diferente de cargas entre o contacto placa de base-betão e as ancoragens, ou entre as próprias ancoragens. Por outras palavras, haveria diferentes forças normais de tração nas ancoragens em Ligação e Detalhe. Por esta razão, as ancoragens são importadas desligadas para forças normais (na direção da ancoragem) da placa de base, e as ancoragens são carregadas diretamente com as forças de tração aplicadas. Além disso, as forças opostas que carregam a placa de base localizada no local da ancoragem devem ser adicionadas para colocar o modelo em equilíbrio. Estas duas forças opostas são apresentadas na Figura 16.</p>\n<p>No entanto, as forças de corte são transferidas pela interconexão da placa de base e da ancoragem (ou lug de corte, ou fricção). Este comportamento é possível porque existe uma restrição que liga a placa de base e a ancoragem, permitindo-nos controlar todos os graus de liberdade desta interligação.</p>"
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"value": "<h3>Betão - ULS</h3>\n<p>O modelo de betão implementado no 3D CSFM baseia-se nas leis constitutivas de compressão uniaxial prescritas pela EN 1992-1-1 para o dimensionamento de secções transversais, que apenas dependem da resistência à compressão. O diagrama parábola-retângulo especificado na norma EN 1992-1-1 Cl. 3.1.7 (1) (Fig. 15a) é utilizado por defeito no CSFM 3D, mas os projectistas podem também escolher uma relação elástica ideal plástica mais simplificada de acordo com a norma EN 1992-1-1 Cl. 3.1.7 (2) (Fig. 15b). A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 15\\qquad Os diagramas tensão-deformação do betão para ULS: a) diagrama parábola-retângulo; b) diagrama bilinear}}}\\]</em></p>\n<p>A implementação do CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εcu2</sub> (<sub>εcu3</sub>) num valor de 5% enquanto a EN 1992-1-1 assume uma deformação última inferior a 0,35%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a sua capacidade última <em><sub>fcd</sub></em> de acordo com a EN 1992-1-1 3.1.3 é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>αcc</sub></em> é o coeficiente que tem em conta os efeitos a longo prazo na resistência à compressão e os efeitos desfavoráveis resultantes da forma como a carga é aplicada. Está de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (1). O valor por defeito é 1,0.</p>\n<p><em><sub>fck</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Por defeito, é considerado o diagrama tensão-deformação bilinear idealizado para os varões de reforço nus definido na EN 1992-1-1, secção 3.2.7 (Fig. 16). A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas durante a fase de projeto (classe de resistência e ductilidade). Sempre que conhecida, pode ser considerada a relação tensão-deformação efectiva da armadura (laminada a quente, trabalhada a frio, temperada e autotemperada, ...). O diagrama tensão-deformação da armadura pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de enrijecimento por tração (é impossível calcular a largura da fenda). A utilização do diagrama tensão-deformação com um ramo superior horizontal não permite a verificação da durabilidade estrutural. Por isso, é necessária a verificação manual dos requisitos de ductilidade padrão.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16 \\qquad Diagrama tensão-deformação da armadura: a) diagrama bilinear com um ramo superior inclinado; b) diagrama bilinear}}\\] \\[ \\textsf{\\textit{\\footnotesize{com um ramo superior horizontal.}}}\\]</em></p>\n<p>O reforço de tração (Fig. 17) é contabilizado automaticamente através da modificação da relação tensão-deformação de entrada do varão de armadura simples de forma a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p>O Método do Campo de Tensões Compatível está em conformidade com as normas de projeto modernas. Uma vez que os modelos de cálculo utilizam apenas propriedades de material padrão, o formato do fator de segurança parcial prescrito nas normas de dimensionamento pode ser aplicado sem qualquer adaptação. Desta forma, as cargas de entrada são factorizadas e as propriedades caraterísticas do material são reduzidas utilizando os respectivos coeficientes de segurança prescritos nas normas de dimensionamento, exatamente como na análise convencional do betão. Os valores dos coeficientes de segurança dos materiais prescritos na EN 1992-1-1 cap. 2.4.2.4 são definidos por defeito, mas o utilizador pode alterar os coeficientes de segurança nas definições de Código e cálculo (Fig. 18).</p>\n<figure data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4cadae4a-9a8a-4f9b-935c-51395116ed4e/Material%20factors.png\" data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad A configuração dos coeficientes de segurança dos materiais no Idea StatiCa Detail.}}}\\]</em></p>\n<p>Os coeficientes de segurança das cargas têm de ser definidos pelo utilizador em Regras de combinação para cada combinação não linear de casos de carga (Fig. 19). Para todos os modelos implementados no <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, os coeficientes de segurança parciais já estão predefinidos.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad A definição dos factores parciais de carga em Idea StatiCa Detail.}}}\\]</em></p>\n<p>Utilizando combinações adequadas de coeficientes de segurança parciais definidas pelo utilizador, os utilizadores também podem calcular com o CSFM 3D utilizando o método do coeficiente de resistência global (Navrátil, et al. 2017), mas esta abordagem quase nunca é utilizada na prática de dimensionamento. Algumas orientações recomendam a utilização do método do fator de resistência global para análises não lineares. No entanto, em análises não lineares simplificadas (como o 3D CSFM), que apenas requerem as propriedades do material que são utilizadas em cálculos manuais convencionais, é ainda mais desejável utilizar o formato de segurança parcial.</p>"
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"value": "<p>As diferentes verificações exigidas pela norma EN 1992-1-1 são avaliadas com base nos resultados diretos fornecidos pelo modelo. As verificações ULS são efectuadas para a resistência do betão, a resistência das armaduras e a ancoragem (tensões de corte da ligação).</p>\n<p>A <strong>resistência do betão</strong> à compressão é avaliada como o rácio entre a tensão principal equivalente máxima σc<em><sub>,eq </sub></em>obtida da análise de EF e o valor limite σc<em><sub>,lim</sub></em> = <em><sub>fcd</sub></em>.</p>\n<p><strong>A tensão principal equivalente expressa a tensão uni-axial equivalente para um estado de tensão tri-axial geral.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>O valor σc<em><sub>,eq</sub></em> pode, portanto, ser diretamente comparado com os limites de resistência uniaxial de acordo com 1992-1-1 Cl. 3.1.7 (1).</p>\n<p>Esta expressão é derivada da implementação da teoria da plasticidade de Mohr-Coulomb, assumindo conservadoramente o ângulo de atrito interno φ <em>= 0°.</em></p>\n<p>A <strong>resistência da armadura</strong> é avaliada tanto em tração como em compressão como a relação entre a tensão na armadura nas fissuras <em><sub>σsr</sub></em> e o valor limite especificado σs<em><sub>,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{para diagrama bilinear com ramo superior inclinado}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\,\\textsf{\\small{para diagrama bilinear com ramo superior horizontal}}\\)</p>\n<p>em que:</p>\n<p><em><sub>fyk</sub></em> é a tensão de cedência da armadura de acordo com a norma EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em> é o rácio entre a resistência à tração<em><sub>ftk</sub></em> e a tensão de cedência,<br>\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γs</em><sub> é </sub>o fator de segurança parcial para o reforço.</p>\n<p>A <strong>tensão de corte da ligação</strong> é avaliada independentemente como o rácio entre a tensão da ligação <em><sub>τb</sub></em> calculada pela análise de EF e a resistência final da ligação <em><sub>fbd</sub></em><sub>,</sub> de acordo com a norma EN 1992-1-1 cap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2,25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>em que:</p>\n<p><em><sub>fctd</sub></em><sub> </sub>é o valor de projeto da resistência à tração do betão de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (2). Devido à fragilidade crescente do betão de resistência mais elevada, <em>fctk</em><em><sub>,0.05</sub></em><sub> </sub>é limitado ao valor para C60/75 de acordo com a norma EN 1992-1-1 Cl. 8.4.2 (2)</p>\n<p><sub>η1</sub> é um coeficiente relacionado com a qualidade da condição de ligação e a posição da barra durante a betonagem (Fig. 31).</p>\n<p><sub>η1</sub> = 1,0 quando se obtêm \"boas\" condições e</p>\n<p><sub>η1</sub> = 0,7 para todos os outros casos e para barras em elementos estruturais construídos com formas deslizantes, a menos que se possa demonstrar que existem \"boas\" condições de ligação</p>\n<p><sub>η2</sub> está relacionado com o diâmetro da barra:</p>\n<p><sub>η2</sub> = 1,0 para Ø ≤ 32 mm</p>\n<p><sub>η2</sub> = (132 - Ø)/100 para Ø > 32 mm</p>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad EN 1992-1-1 Figura 8.2 - Descrição das condições de ligação.}}}\\]</em></p>\n<p>No IDEA StatiCa Detail, as condições de ligação são tidas em conta de acordo com a Fig. 20 c) e d). A direção da betonagem pode ser definida na aplicação para cada item do projeto da seguinte forma:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Direção de betonagem}}}\\]</em></p>\n<p>Estas verificações são efectuadas em relação aos valores-limite apropriados para as respectivas partes da estrutura (isto é, apesar de haver uma única classe para o betão e para o material de reforço, os diagramas finais de tensão-deformação serão diferentes em cada parte da estrutura devido aos efeitos de enrijecimento por tração e amolecimento por compressão).</p>\n<p><strong>Força total </strong><strong><em><sub>Ftot</sub></em></strong><strong> e força limite </strong><strong><em><sub>Flim</sub></em></strong></p>\n<p>A força total <strong><em><sub>Ftot</sub></em></strong> é o resultado da análise de elementos finitos e pode ser definida de duas formas.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>onde<em><sub>As</sub></em> é a área da barra de reforço e <em><sub>σs</sub></em> é a tensão na barra.</p>\n<p>Ou como uma soma da força de ancoragem<em><sub>Fa e </sub></em>da força de ligação <em><sub>Fbond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>em que<em><sub>Fa</sub></em> é a força real na mola de ancoragem e <em><sub>Fbond</sub></em> é a força de ligação que pode ser obtida através da integração da tensão de ligação <em><sub>τb</sub></em> ao longo do comprimento da barra de reforço <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p><sub>Cs</sub> é a circunferência do varão de reforço.</p>\n<p>A força limite<strong><em><sub>Flim</sub></em></strong> é a força máxima no elemento do varão considerando a <strong>resistência última</strong> do varão e também <strong>as condições de ancoragem </strong>(ligação entre o betão e a armadura e ganchos de ancoragem, laços, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>em que <sub>Cs</sub> é a circunferência da barra de reforço e <em>l</em> é o comprimento desde o início da barra de reforço até ao ponto de interesse.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Definição da força limite Flim}}\\]</em></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>em que<em><sub>Flim,add</sub></em> é a força adicional calculada a partir da magnitude do ângulo entre elementos vizinhos.<em><sub>Flim,2</sub></em> deve ser sempre inferior a<em><sub>Fu</sub></em>.</p>\n<p>Os <strong>tipos de ancoragem</strong> disponíveis no CSFM 3D incluem uma barra reta (i.e., sem redução da extremidade da ancoragem), curva, gancho, laço, barra transversal soldada, ligação perfeita e barra contínua. Todos estes tipos, juntamente com os respectivos coeficientes de ancoragem β, são apresentados na Fig. 23 para a armadura longitudinal e na Fig. 24 para os estribos. Os valores dos coeficientes de ancoragem adoptados estão de acordo com a norma EN 1992-1-1, secção 8.4.4 Tab. 8.2. É de notar que, apesar das diferentes opções disponíveis, o CSFM 3D distingue três tipos de extremidades de ancoragem: (i) nenhuma redução no comprimento da ancoragem, (ii) uma redução de 30% do comprimento da ancoragem no caso de uma ancoragem normalizada, e (iii) ligação perfeita.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Tipos de ancoragem disponíveis e respetivos coeficientes de ancoragem para varões de reforço longitudinal no CSFM 3D:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) varão reto; (b) dobra; (c) gancho; (d) laço; (e) varão transversal soldado; (f) ligação perfeita; (g) varão contínuo.}}}\\]</em></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Tipos de ancoragem disponíveis e respectivos coeficientes de ancoragem para estribos.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Estribos fechados: (a) gancho; (b) dobra; (c) sobreposição. 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"value": "<h3>Betão - Resistência</h3>\n<p>O modelo de betão implementado para o cálculo da resistência no CSFM baseia-se na curva tensão-deformação parabólica-plástica para o betão baseada na curva tensão-deformação parabólica da Portland CementAssociation descrita nas Notas da PCA sobre os requisitos do código de construção ACI 318-99 para betão estrutural, Figura 6-8. A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad O diagrama tensão-deformação do betão para análise de resistência}}}\\]</em></p>\n<p>A implementação do CSFM no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão à compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εc0</sub> no valor máximo de 5%, enquanto o ACI 318-19 Cl. 22.2.2.1 assume uma deformação final inferior a 0,3%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a resistência é corretamente prevista quando se considera o aumento da fragilidade do betão à medida que a sua resistência aumenta, através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>em que:</p>\n<p><sub>α1</sub> é o fator de redução da resistência à compressão do betão definido no ACI 318-19 Cl. 22.2.2.4.1. Quando se utiliza um diagrama tensão-deformação parábola-retângulo, é necessário reduzir a tensão de compressão máxima por este fator. Isto faz com que a distribuição de tensões na zona de compressão seja a média, de modo a que a resistência à compressão resultante seja menor ou igual à resistência à compressão calculada utilizando um diagrama tensão-deformação com um ramo plástico decrescente<em>.</em></p>\n<p><em>Φc</em><em><sub>é </sub></em>o fator de redução da resistência do betão. O valor por defeito é definido de acordo com a Tabela 24.2.1 (b)(f) do ACI 318-19.</p>\n<p><em>f'</em><em><sub>c</sub></em> é a resistência do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Considera-se um diagrama tensão-deformação perfeitamente elasto-plástico com um ponto de cedência definido para a armadura sem pré-esforço. Ver ACI 319-19 CL. 20.2.1. A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas - resistência e módulo de elasticidade.</p>\n<p>O diagrama tensão-deformação da armadura também pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de rigidez à tração.</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42 \\qquad Diagrama tensão-deformação do reforço}}}\\]</em></p>\n<p>onde:</p>\n<p><em>Φs</em><em><sub>é </sub></em>o fator de redução de resistência para o reforço. Onde o valor predefinido é definido de acordo com a Tabela 24.2.1 do ACI 318-19.</p>\n<p><em><sub>fy</sub></em> é a tensão de cedência da armadura</p>\n<p><em><sub>Es</sub></em> módulo de elasticidade da armadura</p>\n<p>10% é selecionado como a deformação limite na qual o cálculo é interrompido. Este valor é considerado seguro com base no artigo 7 da norma ASTM A955/A955M-20c.</p>\n<p>A rigidez à tração (Fig. 43) é contabilizada automaticamente através da modificação da relação tensão-deformação de entrada do varão de reforço nu, de modo a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p><br></p>\n<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h1>Structural design of concrete discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#design-tools-for-reinforcement\">Design tools for reinforcement</a></p>\n<h2>Analysis model of IDEA StatiCa Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n<a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n<a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n<a href=\"#finite-element-types\">Finite element types</a><br>\n<a href=\"#meshing\">Meshing</a><br>\n<a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n<a href=\"#presentation-of-results\">Presentation of results</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states-and-crack-width-calculation\">Limit states, crack width calculation, and Tension stiffening</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-en\">Material models (EN)</a><br>\n- <a href=\"#safety-factors\">Safety factors</a><br>\n- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n- <a href=\"#partially-loaded-areas\">Partially loaded areas (PLA)<br>\n</a>- <a href=\"#serviceability-limit-state-analysis\">Serviceability limit state analysis</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-aci\">Material models (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a><br>\n- <a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\">Bearing and anchorage zones - Partially loaded areas<br>\n</a>- <a href=\"#serviceability-verifications\">Serviceability verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-aus\">Material models (AUS)</a><br>\n- <a href=\"#stress-reduction-and-load-factors\">Stress reduction and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a><a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\"><br>\n</a>- <a href=\"#serviceability-checks\">Serviceability checks</a></p>\n<p><br></p>\n<p><a href=\"#prestressing-in-detail-model-description\">Prestressing in Detail - Model description</a></p>\n<p><br></p>\n<h1>Introduction to the CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e49a18d3_27e8_019b_eba3_65063bb594c2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c86c543f_3b21_01e3_bff1_67d7962ff523\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n57a4812b_a0a0_01a0_4c2c_553304acad7e\"></object>\n<h1><br></h1>\n<h1>Analysis model of IDEA StatiCa Detail</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n74d0024f_d938_019c_aad5_614c9ce53be1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general___finite_e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bc913c01_15a1_016c_f226_e7b1efa4cf0c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n359667de_5a59_0171_aa77_53fc1ab66f13\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n89b859bf_4dd6_01d3_b6ed_5ed3d99108a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2d8eb39_c569_01f4_ab99_1cc2eb12eca0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___finite_element_typ\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43735c90_43fa_0140_a813_ef8d1d1ec26e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e5110320_3e70_0182_6411_9a32a51ca04d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eba0afe_d078_0158_e878_829fb7dea3c2\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b2330c4f_9095_0147_d88d_740d54fa1cd5\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Eurocode</h1>\n<p>Assessment of the structure using 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.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fd27e424_850f_0161_9ca1_1628abf23729\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n42b5158b_2e6e_01fc_2be7_c94511681d26\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d26ec589_f86b_016e_b63d_81a26568bcef\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n474a1f83_1818_0143_4a62_5e6efabf1e75\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eab8217_160a_011a_5401_26ccf6d9d2b1\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to ACI 318-19</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>CSFM is in accordance with ACI 318-19, chapter 6.8.1.1. In order for the CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2255550_3131_0169_9696_ef5264f6bc37\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43a7cf88_b42e_01b1_e683_394a5601b9fc\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n409e2543_c691_0120_9d2b_4ef7d4601f79\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0660c3e2_725d_01a9_0ca9_9e0ead044d0f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c6e3c1b1_9373_0150_502e_af77397ecd6e\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Australian standard AS 3600 (2018)</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6. </p>\n<p>The analysis by CSFM takes into account all relevant non-linear and inelastic effects (except shrinkage) defined in 6.6.3. </p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days <em>f'</em><em><sub>c</sub></em> is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d025294b_107f_0192_e99e_db636ef9d8c3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9a945260_0590_01e7_9874_b9955afa56c4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f676ef5_04ff_012d_0f70_87de68bd0052\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ef1c1682_e40a_0171_bc00_2d379ffe2d41\"></object>\n<h1><br></h1>\n<h1>Prestressing - model description</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fb927016_9a3d_01e5_5ae8_4a2f55fd08cd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2ebd4911_d551_0184_1cae_5d39c32e0037\"></object>\n<h1><br></h1>\n<h1>References</h1>\n<p>ACI Committee 318. 2019. <em>Building Code Requirements for Structural Concrete (ACI 318-19) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova. 2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst & Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&genre=book&isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Standards Australia. 2018. <em>Concrete Structures (AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Standards Australia. 2022. <em>Concrete Structures – Commentary (Supplement 1 to AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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"value": "<h1>Dimensionamento estrutural de descontinuidades 3D de betão no IDEA StatiCa Detail</h1>\n<h2>Introdução ao método 3D CSFM</h2>\n<p><a href=\"#general-introduction\">Introdução geral para o dimensionamento estrutural de detalhes 3D de betão</a><br><a href=\"#main-assumptions-and-limitations\">Principais hipóteses e limitações</a><br><a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Implementação da teoria da plasticidade de Mohr-Coulomb no CSFM</a><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">3D</a><br><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">Hipóteses de mecânica geral para o CSFM 3D</a></p>\n<h2>Modelo de análise do IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introdução à implementação de elementos finitos</a><br><a href=\"#finite-element-types\">Tipos de elementos finitos</a><br><a href=\"#load-transfer-devices\">Dispositivos de transferência de carga</a><br><a href=\"#concrete-meshing-in-3D-CSFM\">Malha em 3D CSFM</a><br><a href=\"#solution-method-and-load-control-algorithm-for-3D-CSFM\">Método de solução e algoritmo de controlo de carga para 3D CSFM</a><br><a href=\"#presentation-of-3D-results\">Apresentação de resultados 3D</a><br><a href=\"#model-imported-from-idea-statica-connection\">Modelo importado de IDEA StatiCa Connection</a></p>\n<h2>Verificação do modelo</h2>\n<p><a href=\"#limit-states\">Estados limite</a></p>\n<h3>Verificações estruturais de acordo com o EUROCODE</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-EN\">Modelos de materiais em 3D CSFM (EN)</a><br>- <a href=\"#partial-safety-factors\">Factores de segurança parciais</a><br>- <a href=\"#ultimate-limit-state-checks\">Verificações do estado limite último</a><br></p>\n<h3>Verificações estruturais de acordo com o ACI 318-19</h3>\n<p>- <a href=\"#material-models-in-3D-CSFM-ACI\">Modelos de materiais em 3D CSFM (ACI)</a><br>- <a href=\"#strength-reduction-and-load-factors\">Redução da resistência e factores de carga</a><br>- Verificações <a href=\"#strength-verifications\">de resistência</a></p>\n<h1>Introdução ao método CSFM 3D</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3c784fa4_ef4d_014c_5c9c_35ca3a9fe9b3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17aca1ee_f85b_01d8_591a_961a87f02078\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___main_assumption\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cc15fa6a_aebf_0193_d90b_2315f5865e6e\"></object>\n<object 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data-codename=\"theoretical_background_3d_detail___ultimate_limit_\"></object>\n<h1>Verificações estruturais de acordo com ACI 318-19</h1>\n<p>O CSFM 3D está em conformidade com o ACI 318-19, capítulo 6.8.1.1. Para que o CSFM 3D cumpra os requisitos da secção 6.8.1.2 do ACI 318-19, foram efectuados muitos testes de verificação em várias universidades. Os artigos individuais que resumem os resultados da verificação e validação podem ser encontrados na seguinte hiperligação.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Detalhe 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n06603a22_b57b_0147_d32e_b4f9436486e2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1e58559_cf50_01ba_d632_23b450d07cde\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4967f7b6_e74f_01b2_6b52_452dccbaa54f\"></object>\n<h2>Verificações e validações</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Pormenor 3D</a></li>\n</ul>\n<h3>Referências</h3>\n<ol>\n <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determinação dos parâmetros de Mohr-Coulomb a partir de critérios de resistência não lineares para taludes 3D. <em>Math. Probl. Eng.</em> <strong>2019</strong>, 6927654.</li>\n <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determinação dos parâmetros de material de Mohr-Coulomb para concreto sob teste de tração indireta. <em>Tech. Gaz.</em> <strong>2019</strong>, <em>26</em>, 412-419.</li>\n <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modelo de material Mohr-Coulomb-Rankine modificado para concreto. <em>eng. Comput.</em> <strong>2011</strong>, <em>28</em>, 853-887.</li>\n <li>Fan, Q.; Gu, SC; Wang, BN; Huang, RB Critério de Força Parabólica de Mohr de Dois Parâmetros Aplicado para Analisar os Resultados do Teste Brasileiro. <em>Aplicar. Mech. Mater.</em> <strong>2014</strong>, <em>624</em>, 630-634.</li>\n</ol>"
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"value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>. </p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation. </p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D. </p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks. </p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. </p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete). </p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -> Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has <strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation. </p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block </h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically. </p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. Therefore, there can be no change in the stress on the weld in the event of plasticization of the concrete corner. </p>\n<p>It follows that after export, although all forces acting on the base plates are in equilibrium, the deformation conditions will not be met. </p>\n<p><em>It applies to the current version 25.1.2. It may differ in previous versions, as we are gradually working to remove these limitations. You can find more information about each version in the </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>release notes</em></a><em>.</em><br>\n</p>"
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"value": "<p>Detail 3D is essentially an extension of the current established IDEA StatiCa Detail application. It adds a new Model type 3D and with this comes the implementation of a method for calculating stress fields in 3D space called 3D CSFM. Calculations and checks are implemented for the Ultimate Limit State.</p>\n<p>Before going into the description of the functionalities of Detail 3D it will be good to point out the existence of Theoretical background, where you can read more technical details about the individual model entities and the calculations themselves.</p>\n<ul>\n <li><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>IDEA StatiCa Detail – Structural design of concrete 3D discontinuities</strong></a></li>\n</ul>\n<p>In the first step, the user can select a new Model type on the initial screen (in the wizard), where several templates are available, and of course, the option to enter a model from scratch.</p>\n<figure data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b625d4c-9842-4ccc-b10b-89a82bceb111/3D%20Detail%20in%2024.1_1.png\" data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" alt=\"\"></figure>\n<p>As for 2D models, you can edit the Initial settings in the right part, such as Design code, Materials, and Concrete cover.</p>\n<p>After creating a blank model or a model from a template, options familiar to the 2D modeling environment are available.</p>\n<p>Options for working with multiple Project items can be found in the top ribbon, as well as the now standard Undo/Redo buttons, Labels view options, Gallery controls, calculation settings, and template management controls.</p>\n<figure data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d987045a-993e-403c-b17c-e48903b0005a/3D%20Detail%20in%2024.1_3.png\" data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" alt=\"\"></figure>\n<p>It also initializes the tree, whose first item, called by default DRM1, contains the default settings for the actual Project Item. Above the tree, you can find tools for manipulating the model.</p>\n<figure data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3381341d-56a3-49bf-b78c-dff47f501a72/3D%20Detail%20in%2024.1_4.png\" data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" alt=\"\"></figure>"
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"value": "<p>Bond strength property of a Single anchor in <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">Detail 3D</a> is the <strong>design value</strong> of bond resistance of Adhesive (post-installed) anchor. It is a crucial parameter for anchoring design in Detail 3D.</p>\n<figure data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e158ca5-a37c-4b95-87d0-1ca92deb6930/bond%20strength%2001.png\" data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" alt=\"\"></figure>\n<p>In terms of EN 1992-4, we can define design bond resistence as τ<sub>Rd</sub> = τ<sub>Rk</sub> /γ<sub>Mp</sub> </p>\n<p>γ<sub>Mp</sub> is partial safety factor defined by table 4.1 in EN 1992-4</p>\n<p>γ<sub>Mp</sub> = γ<sub>Mc</sub> = γ<sub>c</sub> ⋅ γ<sub>inst</sub></p>\n<p>γ<sub>c </sub>= 1.5</p>\n<p><strong>γ</strong><strong><sub>inst </sub></strong>- factor accounting for the sensitivity to installation of post-installed fasteners. Can be found in relevant European Technical Product Specification for the specific product.</p>\n<p><strong>τ</strong><strong><sub>Rk</sub></strong> - is characteristic bond resistance of a post-installed bonded fastener. Depending on concrete strength class, and state of the concrete – cracked vs. uncracked. It can be found in certificate for injection mortar, for example ETA – European Technical Assesment.</p>\n<h3>Eurocode Example</h3>\n<p>Lets have post-installed bonded anchor made from M12 threaded bar and mortar Hilti HIT-HY 200-A V3. The hole is hammer-drilled. The anchor is installed in dry conditions into cracked C20/25 concrete. Design life is 50 years.</p>\n<p>At first we need to go to HIT-HY 200-A product web page <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549\">here</a>. We are looking for ETA document. Go to <strong>Technical data</strong> section of the page and open PDF document Technical data sheet for Hilti HIT-HY 200-A-R-V3 steel to concrete injectable mortar, English.</p>\n<figure data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/72b094a7-1c3f-4a8f-bc98-83572e478dc3/bond%20strength%2002.png\" data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" alt=\"\"></figure>\n<p>On page 3 of the document, you can find links to relevant ETA documents.</p>\n<figure data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111f3094-dc91-4b09-afff-0f1717fe7398/bond%20strength%2003.png\" data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" alt=\"\"></figure>\n<p>Open ETA-19/0601 linked in the first row of the table, which is relevant for us.</p>\n<figure data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23985608-cbd8-4b50-bb68-082641b12984/bond%20strength%2004.png\" data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" alt=\"\"></figure>\n<p>In table C1 of this document, you can find data for <strong>τ</strong><strong><sub>Rk</sub></strong> - characteristic bond resistance. Conservatively for temperature range II, in our case τ<sub>Rk</sub> = 8.0 MPa.</p>\n<figure data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3aabe16c-9075-4675-b1a4-4ea7e1f6a14b/bond%20strength%2005.png\" data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" alt=\"\"></figure>\n<p>In table C1 of the document, you can also find relevant γ<sub>inst </sub>values. In our case γ<sub>inst</sub> = 1.0.</p>\n<figure data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/83351d45-a532-4f48-8783-a69ef1b28ba1/bond%20strength%2006.png\" data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" alt=\"\"></figure>\n<p>The final value of design bond strength is τ<sub>Rd</sub> = 8.0 /(1.5x1.0) = 5.3 MPa. </p>\n<h3>ACI EXAMPLE</h3>\n<p>When using ACI, you can follow a similar process, for instance, Hilti HY200, go to their <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549?activeTab=preconfigured-kits-tabs\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">website</a>. Find the product technical guide and open the PDF, The approvals are shown on the second page: </p>\n<figure data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b05347e-cf65-432d-882d-c65ddb495457/Picture1.png\" data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" alt=\"\"></figure>\n<p>Then, we can open the selected ESR: <a href=\"https://icc-es.org/report-listing/esr-4868/\">https://icc-es.org/report-listing/esr-4868/</a></p>\n<p>The bond strength tables are in the document. They are presented as a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions. </p>\n<p>The resulting characteristic bond strength shall be multiplied by the associated <strong>strength reduction factor</strong>, and the bond strength may also be made for increased concrete compressive strength as noted in the <strong>footnotes</strong> to the bond strength tables. </p>\n<p>Once you find the correct table, select the characteristic bond strength in cracked concrete, which is due to the principles of the Detail app, where the strength in tension is neglected. </p>\n<figure data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95261489-f2e9-4d04-ba7e-c1eae43bbe7f/2025-07-15_13-19-36.PNG\" data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" alt=\"Table 13 Bond strength design information \"></figure>\n<ul>\n <li>τ<sub>Rk</sub>=840 psi</li>\n <li>φd=0.65</li>\n <li>Concrete increase factor for a f'c=4000 psi= 1.0481</li>\n <li>IDEA StatiCa bond strength input = 0.65*1.0481*840psi= 572.26 psi</li>\n</ul>\n<p>The bond strength should be input from technical data sheets; do not consider the values we have by default.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n138cb282_2119_0146_0e7d_e1319f1f20fa\"></object>"
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"value": "<p>Anchoring in a plain concrete block can be modeled and code-checked in IDEA StatiCa Connection. Sometimes, it could be useful or necessary to reinforce the concrete block. Although, this capability isn't available within the Connection app, we have 3D Detail. 3D Detail is focused on solving anchoring into concrete blocks and analysis of both the anchoring elements and the concrete block itself. Moreover, a direct link is implemented between the Connection and Detail applications to simplify the process.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Connection users who design <strong>anchoring according to Eurocode</strong> can <strong>import their model from Connection to the advanced 3D Detail by one button click</strong>.</p>\n<h3>How does it work?</h3>\n<ul>\n <li>Import is allowed just for anchoring. If there is no concrete block in the Connection model, the export to Detail is disabled (\"RC check\").</li>\n <li>The model in Connection has to be calculated. If results are not available, the export icon (\"RC check\") is disabled.</li>\n <li>Only one concrete block for the import/export is allowed.</li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>The connection is imported, including </h3>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">Adhesive</a>/Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook</li>\n <li>Friction coefficient</li>\n</ul>\n<h3>How to export anchoring from Connection to Detail</h3>\n<p>First, create a model of anchoring in Connection according to Eurocode and click the Calculate button.</p>\n<p>When results exist, export of footing is enabled. By clicking the button \"<strong>RC Check</strong>\" in the ribbon, a dialog asking for the location and the name of the newly created Detail file appears.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>After a successful export, the project in Detail is created. The geometry of the concrete block and the base plate, the position and properties of anchors, and the load are automatically transferred to Detail. Surface support placed at the bottom surface of the concrete block is automatically created.</p>\n<p>The most tricky part of this process is the import of the load. For every calculated load effect in Connection, the corresponding load case and the ULS combination are automatically created in Detail.</p>\n<ul>\n <li>The base plate is loaded by <strong>forces in welds,</strong> which are modeled as a <strong>Group of forces. </strong>For the loading of the base plate itself, the imported loading is represented by a group of forces following the stresses in welds between the base plate and steel members in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n <li>Anchors are modeled and loaded independently from the base plate, and they are axially loaded by point loads. The loading of anchors is represented in the scene by a double of arrows in opposite directions. One arrow represents the tension force acting only on the top of the anchor. The other one represents the compression force acting on the base plate. </li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>The Checkbox \"Transfer of axial forces\" is unticked by default as the anchors are loaded by forces directly. </p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n <li>Shear is transferred according to the setting in Connection by one of the options – anchors, shear lugs, or friction. 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"value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated. </p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot. </p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n <li>International design standard (code) </li>\n <li>Profile type and material </li>\n <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n <li>Only connections with 1 member (simple footings)\n <ul>\n <li>Only steel-to-concrete anchoring</li>\n <li>No complex design (footing with braces)</li>\n </ul>\n </li>\n <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>IDEA StatiCa is a tool for solving complex 3D tasks and is fully verified for anchoring in concrete blocks. This solution allows you to perform designs without oversimplifications and provides checks based on the Ultimate Limit State (ULS). Thus, we have a tool to capture all types of <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">concrete failures</a> for footing. Together with IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> for anchorage verification, we offer a comprehensive package for everyone dealing with steel-to-concrete connections.</p>\n<p>Enhanced shear transfer, improved results, and simplified integration between <strong>IDEA StatiCa Connection</strong> and <strong>IDEA StatiCa Detail</strong>, along with the verifications, means the solution is now fully capable of handling real, practical examples of any kind of anchoring. </p>\n<h3>What are some key improvements compared to the BETA version?</h3>\n<ul>\n <li><strong>Shear transferring devices:</strong> Fundamental entities that enable the general design of all types of anchoring <strong>(Anchors, Shear lugs, and Friction)</strong>. There are all types corresponding to the options in IDEA StatiCa Connection, allowing smooth import. Read the separate release note dedicated to <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transferring devices.</a></li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n <li><strong>Result Sections</strong>: As part of the improvements for a better understanding of the results, Detail provides the opportunity to see the actual behavior of the structure. Read the separate release note: <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n <li><strong>Full Connection export with new entities: </strong>The import is possible, including all information about materials, types of anchors, and their end treatments. Read the separate release note: <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Import of anchoring from Connection to Detail</a></li>\n <li><strong>Working Grid Plane</strong>: There is a new grid to help surface identification during modeling, reinforcement, creating sections, etc. Read the separate release note: <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Modelling improvement - Grids and Self-weight</a></li>\n <li><strong>Self-weight:</strong> The application includes another load type, self-weight. It is automatically calculated based on the dimensions and the selected material. </li>\n <li><strong>Refined mesh around anchors:</strong> The mesh around the anchors has been locally refined for accurate results. This setting cannot be changed. The mesh is generated automatically.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Comprehensive functionality description of 3D Detail.</a></p>\n<p><em>Note: Currently for Eurocode (EN) only.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17664d22_8237_0160_ba3e_adce2e7403ca\"></object>\n<h3>Known limitations for Detail 3D</h3>\n<p>Since Detail is just a tool that cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the limitations that must be taken into account:</p>\n<ul>\n <li>The solution is suitable only <strong>for reinforced concrete.</strong></li>\n <li>The application provides<strong> ULS checks</strong> according to EN.</li>\n <li><strong>Only one concrete block</strong> is supported in Detail.</li>\n <li>In Detail, the anchors are only checked for tensile strength. It is necessary to <strong>use Connection for shear and interaction checks</strong>.</li>\n <li>Only models <strong>anchored via the base plate</strong> and <strong>only Direct contact </strong>can be imported to Detail (from Connection). </li>\n <li><strong>Imported loads and user-input loads cannot be combined within one model.</strong></li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article: <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>Verifications</h3>\n<p>We emphasize once again that although Detail 3D is a general solution for modeling any detail, we verify examples step by step. The current focus is mainly on verifying functionalities related to <a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">anchoring</a>. See the overview of what are possible use cases and plans for further development below:</p>\n<table><tbody>\n <tr><td><strong>Use-case</strong></td><td><strong>Functionality ready</strong></td><td><strong>Verification provided</strong></td><td><strong>Verification in version</strong></td></tr>\n <tr><td>Footings of steel columns</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General anchorings of steel members <br>\n(beams, bracings, lifting lugs...)</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General use of the Detail 3D for other cases (Pile caps, Pier caps, etc.)</td><td><p>YES</p>\n<p><br></p>\n</td><td>NO</td><td><p>in development</p>\n<p><br></p>\n</td></tr>\n <tr><td>Wall model type</td><td>NO</td><td>NO</td><td>in development</td></tr>\n</tbody></table>\n<p><br></p>\n<p>We continuously update and add new <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&label=detail_3d\">verifications for 3D Detail</a>, where we verify the functionality and the assumptions. For a deeper understanding of the method, read the comprehensive <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>, which includes the main assumptions, a description of the material model, and more.</p>\n<p>Released in IDEA StatiCa version 24.1</p>"
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"value": "<p>The Eurocode specifies several methods of failure of anchors and concrete footings and further divides them according to the loading type. In <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, we have been able to assess the anchors up to now, but with some limitations, assessments had to be done manually. </p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>At the same time, reinforcement for concrete blocks was impossible to account for. This is now changing with IDEA StatiCa Detail 3D, which adds more possibilities. IDEA StatiCa Detail 3D does not offer assessments as we are used to in the standard that defines them for plain concrete. However, with FE analysis, we can verify that reinforced concrete will satisfy the specified load, and here, it will <strong>prevent the failure of the concrete, which would correspond</strong> to those conditions. The apps work independently and can be used separately, but thanks to the <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">link between Connection and Detail</a>, it is also possible to use Detail only as a supplementary calculation. </p>\n<p>Now, let's go through the Eurocode conditions one by one and the possibilities the applications offer us. </p>\n<h2>Tensile force</h2>\n<p>Eurocode divides the first type of load (<strong>tensile force</strong>) into 6 possible cases of anchor or concrete block failure (a, b, c, d, e, f) and two more for reinforced footings (g, h). </p>\n<p>The figure below schematically shows which type of failure you can assess with the Connection app and what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.1) for anchor design <strong>(CBFEM)</strong>, while IDEA StatiCa Detail is based completely on the finite element method <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Some assessment options are, therefore, overlapping in both applications, but always with a different method. </p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>By the nature of the methods implemented in the software, only plain concrete can be considered in Connection, while <strong>only reinforced concrete footing can be considered in Detail</strong>. </p>\n<figure data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b6dc14ff-0803-4a93-a913-771822b326de/Anchoring%20in%20Detail%203D%20-%20Tension.png\" data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" alt=\"\"></figure>\n<p>The main assumptions and limitations of the analysis for the IDEA StatiCa Detail 3D are mentioned in the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations</a>. </p>\n<h4>a) Steel failure </h4>\n<p>Steel failure of<strong> tension-loaded</strong> anchors alone is verified in both applications. Anchor tensile resistance is checked in Connection according to the following formula:</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>In Detail, the anchors are checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. </p>\n<figure data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8adc76b4-1d26-4f8a-a12a-43914b057c9a/Project%20settings.png\" data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\" alt=\"\"></figure>\n<p>In older versions, the anchors are checked like regular reinforcement bars, based on the stress–strain diagrams defined for particular materials, while using the value of limit strain maximally 5% (calculated based on tension stiffening effect read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>)</p>\n<h4>b) Concrete cone failure </h4>\n<p>Concrete cone failure can be verified in Connection. However, at Connection, the app can only consider <strong>plain concrete</strong>. </p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Therefore, in case the concrete cone fails, it is appropriate to proceed to IDEA StatiCa Detail, where an analysis of the entire reinforced block is provided. The tensile strength of the concrete is conservatively neglected, which means the bearing capacity for cone failure is, to a considerable extent, determined by the specified amount of reinforcement. In the picture below, you can see the <strong>directions of the principal stresses</strong> that indicate the shape of the cone mentioned above. In the right part, you can see the values of the concrete stresses, which are assessed with the limit values. </p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4> c) Pull-out failure</h4>\n<p>This code-check is in Connection only for certain cases (see the first picture in this article). An additional assessment is necessary for post-installed mechanical anchors. </p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>In Detail, it is possible to set up so-called <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">adhesive anchors</a> and specify the design bond strength according to their technical parameters. The anchors will then be verified based on these parameters. (Applicable only for reinforced concrete.)</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Combined pull-out and concrete failure of bonded fasteners</h4>\n<p>This failure can only be detected in Detail, where the concrete stresses and the anchorage areas are assessed using 3D CSFM. The Combined pull-out and concrete failure mechanism is in Detail based on principles defined above, and its assessment is part of the concrete strength and anchorage check. (Applicable only for reinforced concrete.)</p>\n<h4>e) Concrete splitting failure</h4>\n<p>It is not possible to assess in Connection. For Detail, Splitting failure is usually a problem of plain concrete, where the use of reinforcement prevents it from occurring. At the same time, it is possible to see the stresses and strains of both the reinforcement under compression or tension and the concrete under compression in the Detail app. </p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Concrete blow-out failure </h4>\n<p>For plain concrete, empirical code-check according to Eurocode in Connection is possible. </p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>For reinforced structural members, it is possible to use Detail. Concrete blow-out failure is covered in the concrete strength analysis. Where the tensile stresses are transferred only by the reinforcement (as mentioned several times above).</p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel failure of reinforcement and anchorage failure of reinforcement is part of the reinforcement assessment in Detail. </p>\n<p><strong>g) Steel failure of reinforcement</strong></p>\n<p><strong>h) Anchorage failure of reinforcement</strong></p>\n<h2>Shear load</h2>\n<p>Eurocode divides the second type of load (<strong>shear force</strong>) into 4 possible cases of anchor or concrete block failure (a, b, c, d) and two more for reinforced footings (e, f). </p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>The figure below shows <strong>schematically</strong> which type of failure you can assess with the Connection app and also what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.2) <strong>for anchor design </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a><strong>.</strong> All types of failure caused by shear force can be covered in the Connection app. </p>\n<figure data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0383712-82f9-48f8-9dbc-17b6eac2b66a/Anchoring%20in%20Detail%203D%20-%20Shear.png\" data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" alt=\"\"></figure>\n<p>In the IDEA StatiCa Detail 3D, shear can be transferred by friction, anchors or shear lug. It is important to say that only the footing is assessed. Other steel parts (e.g. shear lug, welds) need to be checked in Connection or somewhere else. Again, it must be emphasized that only reinforced concrete is required.</p>\n<h4>a) Steel failure without lever arm</h4>\n<p>Steel failure without the lever arm of shear-loaded anchors is verified in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>In Detail, the anchors are again checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. The assessment is not possible in Detail for older versions.</p>\n<h4>b) Steel failure with lever arm</h4>\n<p>Steel failure with the lever arm of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>The assessment is not possible in Detail.</p>\n<h4>c) Concrete pry-out failure</h4>\n<p>Concrete pry-out failure of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>The shear capacity of the concrete through the base plate is then assessed in the Detail application. </p>\n<h4>d) Concrete edge failure</h4>\n<p>Concrete edge failure of shear-loaded anchors is verified in Connection only for plain concrete. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>Concrete edge failure can be checked in the Detail (reinforced concrete only). </p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel and anchorage failure of reinforcement is part of the reinforcement assessment in IDEA StatiCa Detail. </p>\n<p><strong>e) Steel failure of supplementary reinforcement</strong></p>\n<p><strong>f) Anchorage failure of supplementary reinforcement</strong></p>\n<h2>Conclusion</h2>\n<p>The most significant advantage can be found in examples such as anchoring close to an edge and other cases where plain concrete does not meet the required load. Note that, anchors and shear lugs need to be further assessed in Connection, but together, these two software tools provide a comprehensive solution.</p>\n<p>Due to the method and the way the application is designed, the <strong>Detail application is only suitable for reinforced footings.</strong> </p>\n<p><br></p>"
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"value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n <li><strong>by friction</strong></li>\n <li><strong>by anchors</strong></li>\n <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n <li>Cast-in-place </li>\n <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value. </p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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"value": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<p>Next to the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights in version 24.1</a>, read the full list of the new functionality:</p>\n<h2>Concrete Design</h2>\n<p><strong>Detail 3D (Eurocode only)</strong></p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Full Connection export with new entities</a></li>\n <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a> – Sections, Stress check</li>\n <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Work plane grids</a> for designing new entities</li>\n <li>Fine mesh around anchors and app stability</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">New templates</a> (Eurocode only)</li>\n <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Improved SLS combinations</a> (Eurocode only)</li>\n <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Stiffness for point supports</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<h2>Steel Design</h2>\n<ul>\n <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Measuring tool in Connection</a></li>\n <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Project item and material management</a></li>\n <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Multiselect and multiedit in Connection</a></li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Fast app response with quick cancel of calculations</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/project-item-and-material-management#buckling-in-every-project\">Buckling calculations in the backstage menu</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Theoretical-background-in-Report-updated\">Theoretical Background in the report</a> in Italian and Portuguese</li>\n <li><a href=\"https://www.ideastatica.com/support-center/how-to-import-a-plate-from-dxf#Smooth-import-of-plate-shape-from-dxf\">Smooth import of plate shape from DXF</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\">Enhanced parametric design templates</a></li>\n <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Regional improvements</a></li>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes</a></li>\n</ul>\n<h2>BIM and Checkbot</h2>\n<ul>\n <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Multi-management and grouping tools in Checkbot</a></li>\n <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Parameters made useful for everyone</a></li>\n <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">HILTI PROFIS plugin in Checkbot</a></li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">60% faster FEA imports to Checkbot</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\">IFC export from Checkbot</a></li>\n <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Advanced import of connectors from CAD tools</a></li>\n <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Supported BIM links in version 24.1</a></li>\n</ul>\n<h2>Usability and Licensing</h2>\n<ul>\n <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Project settings</a></li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Shared preferences across the whole tool range</a></li>\n <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Single Sign-on for public use</a></li>\n <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Closing the gap between Viewer and Connection</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\">License usage reports in the User Portal</a></li>\n</ul>\n<h2>Full release 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"linkId": "da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c",
"urlSlug": "loads-in-equilibrium-by-default",
"type": "support_center_article"
},
{
"codename": "rn_22_0__fatigue_improvements",
"linkId": "a2f4a486-315f-4571-a9b3-abdcfff0b7a8",
"urlSlug": "fatigue-analysis-how-the-results-are-displayed",
"type": "support_center_article"
},
{
"codename": "rn_21_1__through_bolts_for_hollow_sections_warning",
"linkId": "f89307a5-4bac-4632-bb5f-1a2586f199a3",
"urlSlug": "through-bolts-for-hollow-sections-warning",
"type": "support_center_article"
},
{
"codename": "rn22_0__update_of_eccentricity_definition_of_norma",
"linkId": "293fcced-8994-4a81-a805-88267657c66a",
"urlSlug": "update-of-eccentricity-definition-of-a-normal-force-for-concrete-columns-according-to-eurocode",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_22_0",
"linkId": "29c317b9-212a-4207-8b4f-16d75c99ea4d",
"urlSlug": "release-notes-idea-statica-22-0",
"type": "support_center_article"
},
{
"codename": "rn_21_1__bearing_type_options_for_bolts",
"linkId": "c3e0558d-c799-44e3-8961-57cdbc9434d9",
"urlSlug": "bearing-type-options-for-bolts-in-version-21-1-and-onwards",
"type": "support_center_article"
},
{
"codename": "rn_21_1__weld_checks_specifics_as_per_en_and_is",
"linkId": "6a1966e1-7905-4ced-a002-c8f568072d4c",
"urlSlug": "weld-checks-specifics-as-per-eurocode-en-and-indian-standard-is",
"type": "support_center_article"
},
{
"codename": "rn_21_1__slip_resistance_check_update_according_to",
"linkId": "7510a749-ad18-4a34-bacf-44b7b9647bde",
"urlSlug": "slip-resistance-check-update-according-to-sp-16",
"type": "support_center_article"
},
{
"codename": "rn_22_0__connection_browser_ii",
"linkId": "f15a7793-7b4f-4714-b8aa-13f6579d95e6",
"urlSlug": "company-sets-selection-in-the-connection-browser",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_1",
"linkId": "6e8b2b16-b334-4518-9317-cf64b8503410",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-1",
"type": "support_center_article"
},
{
"codename": "section_model_view___drawings___sketches____copy_",
"linkId": "521c376f-96f7-4217-b0ee-29cc1d404d34",
"urlSlug": "updated-cbfem-solver",
"type": "support_center_article"
},
{
"codename": "condensed_elements",
"linkId": "2b6ef976-6002-4d3a-aea1-1d974d1b2599",
"urlSlug": "condensed-superelements-invisible-but-essential",
"type": "blog_post"
},
{
"codename": "differences_in_results_between_version_21_and_olde",
"linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
"urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_21_0_d5c25f3",
"linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
"urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
"type": "support_center_article"
},
{
"codename": "rn_20_1__improved_model_of_contacts",
"linkId": "8f9596de-f78e-4169-ad3a-79d88ef7bd6f",
"urlSlug": "an-improved-model-of-contacts",
"type": "support_center_article"
},
{
"codename": "rn_20_1__butt_welds_upgraded_model",
"linkId": "040fcb75-d544-4d75-bc49-182d150177d7",
"urlSlug": "butt-welds-upgraded-model",
"type": "support_center_article"
},
{
"codename": "rn_20_1__bolt_bearing_distances__en_",
"linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
"urlSlug": "bolt-bearing-distances-for-eurocode",
"type": "support_center_article"
},
{
"codename": "rn_20_1__connecting_plate_eccentricity",
"linkId": "16cdb752-6f79-408d-81b6-cc33f0b41778",
"urlSlug": "connecting-plate-eccentricity",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20_1",
"linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
"urlSlug": "release-notes-idea-statica-steel-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20_1",
"linkId": "79ff8a70-a79d-483c-8ce8-218a5f43cadc",
"urlSlug": "release-notes-idea-statica-concrete-20-1",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_steel_20",
"linkId": "4ba1aea8-5819-4504-bfc7-717be84625d1",
"urlSlug": "release-notes-idea-statica-steel-20",
"type": "support_center_article"
},
{
"codename": "release_notes_idea_statica_concrete_20",
"linkId": "2c50b5cb-2dde-450d-89bd-989d1b561084",
"urlSlug": "release-notes-idea-statica-concrete-20",
"type": "support_center_article"
}
],
"name": "Content",
"type": "rich_text",
"value": "<h2>Version compatibility</h2>\n<p>IDEA StatiCa software version (e.g., 22.1.3.0789) is described by a number represented by the major version (22), minor version (.1), patch number (.3), and build number (.0789).</p>\n<p>Every major and minor version of IDEA StatiCa applications changes project data and makes it impossible to use in the previous versions. This means if you create or save a project in version 22.1, you can not open it in 22.0.</p>\n<p>However, patches within the same version are compatible, so if you create or save a project in patch 22.1.3, you can still open it in patch 22.1.0.</p>\n<p>The cloud services, such as the <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a>, always generate project files in the latest IDEA StatiCa version and patch released.</p>\n<h2>Opening an old project in a newer version</h2>\n<p>Models designed in older versions of IDEA StatiCa may show differences when you upgrade to the newest version. When upgrading to a newer version of the program, you may encounter some differences associated with opening models created in older versions. </p>\n<p>To get updated, please read the <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">release notes</a> for every major and minor version released, together with patch updates and <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">lists of resolved bugs</a>.</p>\n<p>Below is a list of the most important changes for each new version of the program that may lead to some changes in results:</p>\n<h3>Changes in version 25.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a href=\"https://preview.ideastatica.com/support-center/smooth-results-with-precise-meshing#25-1-CHS-mesh\">Update of the FEM mesh for CHS members</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/updated-cbfem-solver#member-calculation-25-1\">Stepped analysis in Member</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/steel-pins#25-1-pin-buckling\">Buckling calculation of models with pins</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/connection-analysis-0-or-doesn-t-reach-100#warning-big-deformation\">Large deformation warning</a></li>\n</ul>\n<p>CONCRETE</p>\n<p>There were several essential improvements to the underlying analysis model. The anchor mesh has been refined, the bond stiffness has been recalibrated, and the whole system of constraints between anchors and concrete block has been enhanced to better reflect real load-slip behavior. In addition, the contact interaction representing the bearing of anchors against concrete under shear loading has been tuned based on internal research, various studies, and code guidance. Altogether, these refinements improve the realism of the load transfer mechanism, which means that the results may differ from previous versions — typically being more realistic and less conservative, while remaining safe.</p>\n<p>Read the <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">highlights</a> and the <a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\">full list of improvements</a> in Release notes IDEA StatiCa 25.1.</p>\n<h3>Changes in version 25.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Geometrically nonlinear analysis</a> (GMNA)</li>\n <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Weld spreading area</a></li>\n</ul>\n<p>Read the <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">highlights</a> and the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 25.0.</p>\n<h3>Changes in version 24.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes improved</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<p>Read the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights</a> and the <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.1.</p>\n<h3>Changes in version 24.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Out of surface load warning in Member</a> (patch 23.1.1)</li>\n <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Extend the member using the cut operation</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Accurate calculation of the shear resistance of slabs</a> (patch 23.1.2)</li>\n</ul>\n<p>BIM and CLOUD SERVICES</p>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free structural design hub for all supported FEA and CAD</a>, and termination of the free Viewer plugins</li>\n</ul>\n<p>Read the <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">highlights</a> and the <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.0.</p>\n<h3>Changes in version 23.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Welds – autodesign, input, warnings, visualization</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Shear force position input and visualization</a> (since patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Yield strength reduction for high-strength steel hollow sections</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warning for welds and bolts connecting the same plates</a> (since patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Filler plate (packing plate) recognition</a> (since patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detailed calculation of connection design material values displayed in the plates' result table</a></li>\n <li>AISC steel and bolt grade materials for AISC360-22 (since patch 23.0.4)</li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularity detection in Member</a> (since patch 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check advancements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Release notes IDEA StatiCa 23.1</a>.</p>\n<h3>Changes in version 23.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Qualification checks of seismic prequalified connections for AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Update of ANSI/AISC 360-22, CSA S16:19 standards, and Taiwain sections</a> </li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Anchors with stand-off</a> (since patch 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Eurocode updates to thin-walled members and anchors</a></li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Edge indexing in Member and Connection models</a></li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Load Extreme Selection</a> (since patch 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Limited stress check feature in Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementation of long-term losses in Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Improvements for ACI 318-19 in Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Imperial rounding improvements in Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Equivalent time for deflection in Beam</a> (since patch 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Triangular mesh in concrete Member</a></li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check improvements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Release notes IDEA StatiCa 23.0</a>.</p>\n<h3>Changes in version 22.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle to the grain of the steel-to-timber connections</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">GMNIA solver extended to shear and torsion effects</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes IDEA StatiCa 22.1</a>.</p>\n<h3>Changes in version 22.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium by default</a></li>\n <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis - how the results are displayed</a></li>\n <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a></li>\n <li>Connection Lite update</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of eccentricity definition of a normal force for concrete columns according to Eurocode</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Release notes IDEA StatiCa 22.0</a>.</p>\n<h3>Changes in version 21.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts in version 21.1 and onwards</a></li>\n <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</a></li>\n <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP 16</a></li>\n</ul>\n<p>For users of <strong>Template Manager</strong>, use version 21.1 to <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transfer your designs into the new Connection Library</a>.</p>\n<p>Read the full list of improvements in <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Release notes IDEA StatiCa 21.1</a>.</p>\n<h3>Changes in version 21.0</h3>\n<p>The biggest change since version 21.0 is in the analytical model of members in Connection, please read the <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Updated CBFEM solver</a> article, and the <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Condensed superelements - invisible but essential</a> blog post. The impact of the changes is also described in <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Analysis model improvements in IDEA StatiCa version 21.0</a> article.</p>\n<p>Read the full list of improvements in <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Release notes IDEA StatiCa 21.0</a>.</p>\n<h3>Changes in version 20.1</h3>\n<p>Here, we point out articles describing the main differences between the older and newer version.</p>\n<ul>\n <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Improved model of contacts</a></li>\n <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Butt welds upgraded model</a></li>\n <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Bolt bearing distances for Eurocode</a></li>\n <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Connecting plate eccentricity</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Release notes IDEA StatiCa Steel 20.1</a> and <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Release notes IDEA StatiCa Concrete 20.1</a>.</p>\n<h3>Changes in version 20</h3>\n<p><strong>Cleat manufacturing operation refactoring</strong></p>\n<p>In the previous version Cleat manufacturing operation sometimes made L cross-section legs swapped, mostly while the members were rotated along the longitudinal axis. From now on, the L sections are positioned correctly, and the legs orientation is kept the same while introducing rotation to the member. The new mechanism behind is based on the new member positioning (by its LCS coordinates - rather then it's Rotations).</p>\n<p><strong>Local coordinate systems of the members in FEA/CAD applications</strong></p>\n<p>All member entities in FEA/CAD applications are created in a way that their definition axis has the start and the end. These two points are taken as a vector to define the local coordinate system of the member. In each FEA/CAD application project are these data information stored and can be used during the import. We took advantage of that, and it helps to improve the correctness of our BIM link geometry import. On the other hand, it changes the rules of the game, and the user must pay attention to the way how the model is created in FEA/CAD because it has an impact on the CBFEM Connection model also. We recommend to pay attention while importing from FEA/CAD projects into the version 20, the local coordinate system of the members may change the model to and difference compared to the model imported into the previous versions is eminent. </p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"Compatibility of versions\"></figure>\n<p><strong>Member application projects compatibility</strong></p>\n<p>IDEA StatiCa Member application passes through agile development, especially the data storage architecture and the guided user interface. Based on this it's obvious that the projects created in the older versions may not be correctly opened in version 20 or the application may fail to open them. Please be aware of that and excuse IDEA StatiCa for inconvenience. </p>\n<p>Read the full list of improvements in <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Release notes IDEA StatiCa Steel 20.0</a> and <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Release notes IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changes in version 10.1 and older</h3>\n<p>One of the reasons behind the new GUI is that a lot of engineers were saying: „IDEA StatiCa Connection needs to be more error-proof”. These “errors” are usually related to:</p>\n<ul>\n <li>Setting the correct <strong>length of members</strong> – in cases of extremely short or long members, this can hugely influence the results. Since version 9, IDEA StatiCa Connection automatically sets an appropriate length of all members.</li>\n <li><strong>Welds </strong>– stress plastic redistribution is by far the most accurate design method for welds and was introduced in version 7.1. During version 8 – and as a transition period - it was the default method, coexisting with the other evaluation methods. Since version 9, this method is the only option available and the other evaluation methods have been removed, to avoid confusion among the users, as we have seen through our helpdesk. This ensures that all welds in the project are safely designed and complying with the code.</li>\n</ul>\n<p>We have implemented several <strong>control mechanisms</strong> for IDEA StatiCa Connection since version 9.0 – automatic-check when the connection is modeled in a recommend way (singularity check, member lengths, their offsets, …). If the connection is not modeled properly, the calculation is interrupted or an error message is displayed. Please be aware that because of all of these improvements, opening projects from previous versions can lead to a different model geometry that may need some further editing.</p>\n<p>We have also improved <strong>meshing </strong>of hollow sections members – IDEA StatiCa Connection since version 9.0 generates finer meshing on hollow section members which might lead to slightly different results compared to older versions.</p>\n<p>We display the compatibility warning on each opening of a project from the older versions:</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"Compatibility of versions\"></figure>"
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"value": "<h2>1 New project</h2>\n<p>Run the <strong>IDEA StatiCa Connection</strong>. Everything starts on the <strong>Steel</strong> card. </p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Keep default settings</strong> for anchoring topology and step into the app. </p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Design</h2>\n<p><strong>After creating the solution</strong> from the template, to move the footing to the edge, we have to <strong>explode the template to separate operations. </strong></p>\n<figure data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fea954d-3d4b-4484-8cc8-1623c694e003/1.png\" data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" alt=\"\"></figure>\n<p>Let's adjust the baseplate and set <strong>The Shear Force transfer</strong> as<strong> Friction</strong>. </p>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><em>Note: Since the release of </em><em><strong>version 24.1, IDEA StatiCa Detail</strong></em><em> has been out of BETA for </em><em><strong>3D anchoring design</strong></em><em>. With this new version, shear can be transferred through anchors, shear lugs, and friction, too. </em></p>\n<p><strong>Input the internal forces</strong> for biaxially loaded anchoring. The internal forces cause compression stress on the contact between the ground and the concrete block. By default, the concrete block is assumed to be cracked. </p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Check</h2>\n<p><strong>Move</strong> to card,<strong> Check</strong> and <strong>Calculate</strong>. The code check proves the failure mode on the anchors. Let's explore more in detail about it.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Let's explore the potential failures for tension, shear, and mutual interaction according to EN 1992-4. </p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Please review the Detailed Check</strong> <strong>of the Anchors,</strong> as it reveals a nonconformity on the first page. <strong>This will inform you of the code-checks that you need to perform manually or using other methods</strong>, as they are not included in IDEA StatiCa Connection. It is recommended that you take the necessary actions to address this issue.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>Due to the failure of <strong>Anchor Check</strong>: </p>\n<ul>\n <li>The problem is caused by the <strong>Concrete breakout resistance of anchors in tension and shear</strong></li>\n <li><strong>This issue can be easily solved in IDEA StatiCa Detail, powered by the 3D CSFM method</strong>. It helps you overcome the model of plain concrete cracked blocks in IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Export</h2>\n<p>The in-house developed application<strong> IDEA StatiCa Connection now features a powerful BIM link into Detail</strong>, allowing for the design and check of reinforced concrete blocks with multiple combinations.</p>\n<p>Prerequisites for export: </p>\n<ul>\n <li>The model has to be<strong> pre-calculated and the results included</strong></li>\n</ul>\n<p>Go to the card <strong>Check -> RC check -> Save.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>The export is allowed only for anchoring topology. The export allows the transfer of:</p>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: Post installed (Adhesive) /Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook/Headed stud</li>\n <li>Friction coefficient</li>\n</ul>\n<h2>5 Design</h2>\n<p>This section will allow you to modify Members, Supports, Loads&Combinations, and Rebar assembly.</p>\n<h3>Support</h3>\n<p>The ground has some stiffness, which should be considered for precise design. The <strong>Surface Support</strong> enables stiffness in all three directions and is set <strong>as default inactive in tension</strong> (boundary nonlinearity).</p>\n<ul>\n <li>Please be cautious while making assumptions about boundary conditions. In the case of nonlinearity, if the moments are quite high, the concrete block's support in tension may turn over during analysis, causing large rotations. This may lead to a divergent model due to the flexible body motion.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Transfer devices</h3>\n<p>The anchors are taken over from IDEA StatiCa Connection. Two types of anchors can be selected.</p>\n<p>Cast-in-place anchors: </p>\n<ul>\n <li>Pre-installed anchors with the same properties in bond as the reinforcement bars</li>\n</ul>\n<p>Post-installed (Adhesive) anchors:</p>\n<ul>\n <li>Post-installed (chemical anchors) with the option to customise your bond strength based on the actual bond strength.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Pay attention to the correct setting of the <strong>Interconnection with a base plate</strong>. In the case of importing the footing from the Connection application, the <strong>Transfer of axial forces</strong> should be <strong>OFF</strong>, and the <strong>Transfer of shear</strong> should be <strong>ON</strong>. The reason is that the anchors are loaded directly by forces. You can read more about this here.</p>\n<p>If you were to design a footing from scratch in the Detail application, both options would be ON. When transferring shear through anchors, the user must determine which anchors will bear the shear force and select the corresponding checkbox. This aligns with EN requirements, which specify that shear should only be assigned to anchors effective for the concrete edge failure check.</p>\n<h3>Reinforcements</h3>\n<p>Set the concrete cover to 40 mm, which will be used as the default value for the reinforcement.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Select the <strong>Rebar-Assembly(1)-->Group of the bars 3D(2) </strong>and filling out the <strong>Diameter</strong>, <strong>Properties</strong> and <strong>Geometry(3)</strong>. </p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the <strong>Surface</strong>. All the other options are retained. </p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the options below. </p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copy </strong>the operation and change the options below. </p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Loads and combinations</h3>\n<p>Combinations are taken over from IDEA StatiCa Connection. All the consequences of import are mentioned <br>\nin detail in - Import of anchoring from Connection to Detail.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<p>Let's create the <strong>Self-weight:</strong></p>\n<figure data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ae675a-14f5-4777-bb5a-f71dd34b0b1a/10.png\" data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" alt=\"\"></figure>\n<p>Create a combination with Self-weight, and add the coefficient for self-weight = 1.35 according to the codes <br>\nEN 1991-1-1</p>\n<figure data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bfc20268-0bc8-4f33-b60f-d84054bb7d91/10_1.png\" data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" alt=\"\"></figure>\n<h2>6 Check</h2>\n<p><strong>Before running the analysis</strong>, we highly recommend <strong>changing the mesh multiplier</strong> to two or three in order to speed up the calculation. This step is not mandatory, but it can reduce computational time and help detect any divergence issues. <strong>If everything works smoothly and no problems arise, you can switch back to a multiplier of one</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Results</h2>\n<h3>Equivalent Principal Stress</h3>\n<p>The <strong>equivalent principal stress (EPS)</strong> in concrete is determined based on the volume behaviour of the concrete block. The areas that experience the highest load are identified and highlighted. In order to gain insight into the confinement in contrast with uniaxial compression, the equivalent stress is calculated using the kappa factor. More information about equivalent principal stress is enclosed in this article of the theoretical background.</p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Stress in rebars</h3>\n<p><strong>During the Reinforcement Check</strong>, it is critical to note that the anchor close to the corner is maximally utilised. </p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>When displaying the utilisation of reinforcement, the user can clearly see which reinforcement contributes to transferring the load and preventing the concrete cone failure.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Anchorage</h3>\n<p>Double-check the <strong>Anchorage</strong> settings and activate the <strong>Total Force in Anchors</strong>. The forces in the anchors may vary slightly due to the different calculation approaches regarding the concrete block. The differences are not significant, though. </p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Deformations</h3>\n<p>Move to <strong>Auxiliary</strong> and turn on the <strong>Deformation</strong>.</p>\n<p>It is not necessary to perform a deformation check for ULS, but it is highly recommended to check the deformation after analysis to ensure that the model is not experiencing large deformation, large rotation or any finite element is damaged. This will provide an overview of the analysis results and help identify any issues that may have arisen during the analysis.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Report</h2>\n<p>At last, go to the <strong>Report Preview/Print</strong>. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>You have checked the whole connection design according to the codes EN 1993-1-8 and EN 1992-4. 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"value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n <li>Members</li>\n <li>Supports</li>\n <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n <li>Whole surface</li>\n <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff. </p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only. </p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p> The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses. </p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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"value": "<h2>Loading</h2>\n<p>Load cases can be defined in the same way as for 2D reinforced concrete elements. This means that each load case can be assigned either a Permanent or a Variable load type. The Permanent load cases are applied to the model first, and after a successful calculation, the Variable load cases are applied.</p>\n<p><strong>Type of load impulses</strong></p>\n<p>A total of 4 types of load pulses can be added to each load case.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>The definition of <strong>Surface loads</strong> is identical to the definition of Surface support. This means it is possible to specify it in two ways: Whole surface and Polyline. In the case of Surface loads, of course, the load intensity is entered in the three general directions.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p><strong>Group of forces</strong> is a load entity that allows you to specify forces in three directions anywhere on the model using a table. It can be referenced to the base plate or the surface of a concrete block. For tabular input, it is again possible to use the copy-paste functionality from the spreadsheet program.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p><strong>The self-weight</strong> should be included in every model. For example, concrete foundations loaded with a bending moment will not so easily overturn.</p>\n<p><strong>Point loads</strong> can be loaded directly to the base plate with six internal forces Fx, Fy, Fz, Mx, My, and Mz in the general position. </p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3360543b_2063_01ea_8fbf_433cc8bcfd0b\"></object>\n<p>When using a base plate, applying this force directly to a realistic, deformable base plate can lead to unrealistic stress redistribution across the plate, anchors, and concrete. It is therefore more appropriate to use the second option - the stub.</p>\n<p><strong>The Stub</strong></p>\n<p>The stub is represented by a short part of the column above the base plate, which is modeled as a <strong>shell element structure</strong> and behaves as a physically accurate interface between the internal forces and the plate. A standard section database is used.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>The <strong>6-component internal force set</strong> (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> - i.e. the base of the column.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Constraints <strong>transfer the forces</strong> to the <strong>top face of the stub</strong>, from where they are naturally <strong>redistributed through the stub</strong> into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>This approach preserves the realistic stiffness interaction between column and plate and eliminates the need for any manual redistribution or artificial assumptions.</p>\n<p><em>The stub was released in </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<h3>Combinations</h3>\n<p>Because the analysis in IDEA StatiCa Detail is non-linear, so-called non-linear combinations are used. This means that individual load cases are not calculated and the results are not then added together. On the contrary, load cases of the same load type are added together before the calculation, of course with the respective coefficients defined in the combinations, and the individual combinations are then calculated. 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"value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n <li>By two points</li>\n <li>On surface edge</li>\n <li>On surface edge on more edges</li>\n <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. In this case, a 3D scene with the reinforcement displayed is additionally available for better orientation, allowing rotations around two axes.</p>\n<figure data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff3a99a5-1dff-4519-9ab7-13c4571673f2/3D%20Detail%20in%2024.1_22.png\" data-asset-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" data-image-id=\"75db2b9a-a681-4df5-a62e-23bd90852656\" alt=\"\"></figure>"
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"value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring – can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve. </p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own – see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases – <strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n <li><strong>Multiple anchoring close together</strong> – The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong> – A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n <li><strong>Consideration of existing reinforcement in renovations</strong> – Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included. </li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes – </em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution </h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures. </p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n <li><strong>IDEA StatiCa Connection</strong> – focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n <li><strong>IDEA StatiCa Detail</strong> – The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress. </li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads. </p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>. </p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before – so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. 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"value": "<p>Whether it’s limited space for <a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">anchoring</a>, an unconventional architectural layout, anchoring close to the edge, the need to fasten steel to irregular concrete shapes, or the demand from the construction site to design cast-in plates, these special cases demand more than just typical solutions. That’s exactly where the real design challenge begins.</p>\n<h3>How do structural engineers actually deal with these situations?</h3>\n<p>It starts with assumptions and a lot of manual work and calculations. Hours are spent iterating designs and code-checking. More than often analysed designs lead to unnecessarily oversized footings and plates due to concrete breakouts: </p>\n<ul>\n <li>Concrete edge failure</li>\n <li>Concrete cone failure</li>\n <li>Combination of failures</li>\n</ul>\n<figure data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6505d0c4-6232-48ae-b997-b532639234ec/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" alt=\"\"></figure>\n<p>Take anchoring near the edge, for example. Without reinforcement, it's almost impossible to pass a code-check for concrete edge or cone failure. When anchors are close to each other, you’re suddenly dealing with interacting cones—something most codes advise avoiding altogether. But what do you do when your layout simply doesn't allow for the recommended spacing? </p>\n<p>Supplementary <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">reinforcement needs to be considered</a>. <em>Eurocode 1992-4 - Design of concrete structures - Part 4: Design of fastenings for use in concrete </em>recommends establishing an appropriate strut and tie model. </p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>But what if an atypical shape of concrete block throws a spanner in the works?</p>\n<h3>Tackling anchoring challenges of non-standard concrete block geometries</h3>\n<p>Especially when dealing with irregular geometries or unique layouts that go beyond standard textbook cases, the process is not only time-consuming but also leaves too much room for uncertainty. In such cases, the general shapes can be unpredictable, making it crucial to carefully consider edge distances on all sides. Embedment depth may vary due to differences in block thickness or anchor positioning, and the anchors themselves may not be in the same plane.</p>\n<p>In <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">the latest release of IDEA StatiCa</a>, we’ve added powerful new capabilities to help you design and code-check anchoring in the real-world conditions that do not follow the textbook.</p>\n<p>You can now <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">design and code-check almost any shape of concrete block</a> for anchoring. Whether it’s a pedestal, non-rectangular anchor blocks, extensions of strip foundation, any shape of a wall, or a custom geometry required by architects.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Reinforcement-aware design of cast-in plates</h3>\n<p>In the construction industry, it's common to encounter supporting structures that incorporate both steel and concrete elements. The concrete components often play a key role in providing lateral stability to the steel framework. These elements are typically linked through the use of <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">cast-in plates</a>. Cast-in plates offer reliable anchorage, moreover, they can be fabricated to minimize drilling on construction site. Plates sit flush with the concrete surface, allowing clean and level connections. Cast-in plates are especially favored in applications such as façade support systems, steel frame connections in hybrid concrete-steel buildings, elevator guide rail supports, anchoring mechanical equipment, bridge bearings, and precast concrete panel connections.</p>\n<p>But while their applications are broad, the design can become significantly more complex. The axial forces are resisted by reinforcement in the concrete, which is welded to the steel plate to transfer the load through bond with the concrete. Shear studs, anchors or shear lug resist the shear forces.</p>\n<p>The design resistance of the embedded elements is highly dependent on the position of the concrete reinforcement, especially if the cast-in plate is positioned close to the edge (supporting façade systems).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (with CSFM 3D) automatically takes into account the reinforcement near the cast-in plate, which can significantly increase the loading capacity. 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"value": "<h2>Version 25.0 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4577f87e_589e_0139_aedf_e89eab10e893\"></object>\n<h2>Design anchoring in concrete the way you need</h2>\n<p>If you're regularly designing anchoring in reinforced concrete, especially with cast-in plates or pedestal bases, you’ll immediately notice the performance jump. With the solver overhaul in 25.0, anchoring models that used to run in 15 minutes can now be completed in just three.</p>\n<p>And it’s not just about speed. You now have cleaner, more versatile modeling tools. <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">Want to define cast-in plates with U-, L-, or I-shaped rebars</a>? You can do that in seconds, and reinforcement behavior adapts as you'd expect. <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">Need a custom foundation shape or a multi-level pedestal</a>? Use Boolean operations to carve out exactly what meets your requirements.</p>\n<figure data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/736aa3ef-d821-4660-a3cf-5be8e2fd94ac/Boolein_05.png\" data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" alt=\"\"></figure>\n<h2>Cut setup time with Parametric Templates</h2>\n<p>Manually building steel connections from scratch, or digging through old Excel sheets for reference, slows you down. That’s why version 25.0 introduces a smarter way to design: with over 200 ready-to-use parametric templates you can drop into your project through the new <a data-item-id=\"cc99ba50-ed96-445b-b357-96fbd857ba58\" href=\"\">Connection Wizard</a>.</p>\n<figure data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6b87ac5-5963-4b17-8d3d-aa097d95a325/Combination%20of%20parametric%20template%20and%20unrelated%20operations%200.png\" data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" alt=\"Combination of parametric template and unrelated operations\"></figure>\n<p>Select a joint, adjust the inputs, and watch the 3D preview adapt in real-time. Each template is validated and guided by safe input rules. If you push a parameter too far, you’ll get a warning. If you’re just getting started with IDEA StatiCa, these templates are the quickest way to produce reliable, code-checked designs.</p>\n<p>Need more control? You can “explode” any template into editable operations, giving you full control over the geometry, welds, bolts, and all the elements. You can also build company-specific libraries to standardize workflows and create re-usable templates.</p>\n<h2>Select just the critical connections in Checkbot</h2>\n<p>Got a model with hundreds, or even thousands, of connection nodes? You don’t have time to repeat connection setups one by one. <a data-item-id=\"7ba21733-7480-4d32-8a69-19128290b53a\" href=\"\">IDEA StatiCa Checkbot in version 25.0</a> has been upgraded to handle massive projects effortlessly.</p>\n<figure data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcdcdc0f-f978-415f-8d66-a776df5f5563/Bulk%20workflows%20and%20critical%20load%20filter%20in%20Checkbot%2000a.png\" data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" alt=\"Bulk workflows and critical load filter in Checkbot\"></figure>\n<p>Define a single reference connection with your member types, settings, and force direction. Checkbot automatically groups similar nodes and applies those parameters across the model. That means no more re-entering the same information 50 times. Just one setup, shared across the structure.</p>\n<p>Plus, with the new load extremes filter, out of up to 1,000 load effects, Checkbot pinpoints the critical few. Less computing time, fewer distractions, and no risk of missing the scenarios that actually matter. Once your checks are complete, generate reports in bulk. Choose between detailed outputs or summaries and export everything to PDF with a click.</p>\n<h2>Global-ready workflows</h2>\n<p>If you're working under ACI standards, or collaborating globally, no problem. IDEA StatiCa 25.0 includes full support for <a data-item-id=\"fbf41a21-2c16-4d27-875f-415de12ebcff\" href=\"\">ACI 318-19</a> in both steel and concrete design environments, with terminology that can be toggled between U.S. and UK English.</p>\n<p>In Australia, <a data-item-id=\"7ddfda28-482b-412a-8712-c4bd8c1616e9\" href=\"\">engineers can now work with region-specific code environments</a> fully covering tasks for 2D Detail. And for engineers in China, the GB anchoring code-check has been updated to reflect the latest local requirements.</p>\n<p>Precasters, <a data-item-id=\"aa86833c-cb6b-40d4-956e-f08c3940ec10\" href=\"\">can now export both tendon geometry and mapped reinforcement directly from Beam to Detail</a>, without needing to remodel the geometry and materials. And with <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">RCS now checking for lateral buckling for geometrical imperfections and construction or transport stages</a>, all in a single workflow.</p>\n<figure data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4dee2642-b908-492e-9ae6-f1727c60e720/Export%20from%20BEam%20to%20Detail_04.png\" data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" alt=\"\"></figure>\n<p>To get a complete picture of what IDEA StatiCa version 25.0 contains, be sure to check out the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">release notes</a>, download the latest version, and try it out for yourself using the link below. We cannot wait to hear your feedback!</p>\n<p>You can also sign up for our <a data-item-id=\"0e158996-3bdb-4968-8195-7147e1ed0727\" href=\"\">release webinar</a> to hear a more in-depth guide to the new release from some of the team that is behind bringing you this latest version.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<p><br></p>"
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"value": "<h2>1. Why did the calculation stop early?</h2>\n<p>The stop criteria in the 3D CSFM model ensure simulations halt at defined limits, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a> in the theoretical background for IDEA StatiCa Detail. By default, the \"Stop at Limit Strain\" option is active, stopping calculations when some of ULS criteria are reached. Utilization is checked for concrete, reinforcement, and anchorage. Concrete strain is limited to 5 % in compression and 7 % in tension due to convergence needs. Rebar plastic strain is capped at 5 %, while anchorage uses slip-based limits, not bond stress. This could be caused by several reasons. The most common reason is missing reinforcement. Divergence errors may also arise from an improperly supported model, leading to excessive deformation. Another reason can be that the design is not satisfying for the specified load and is simply overloaded.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. What types of supports can be used in Detail?</h2>\n<p>In 3D detailing, surface supports can add stiffness in all directions. By default, supports are compression-only (gray button), which can cause structures to \"fly away\" due to a lack of tension resistance. To allow tension, toggle the button to white. There are two different suggested approaches: </p>\n<p>1) Use default compression-only support for footings resting on ground, but remember to manually apply self-weight, as it's not exported from IDEA StatiCa Connection. </p>\n<p>2) For submodels (e.g., balconies, pedestals...) with continuous rebars, use standard support and continuous bar anchorage. This adds single-point constraints, ensuring proper force transfer and avoiding errors like concrete cover peeling or model divergence. Without it, models may fail due to strain limits (e.g., 7 % in tension). </p>\n<p>For detailed information about the functionalities of Detail 3D, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Full functionalities of Detail 3D</a>.</p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Why is it so important to follow the detailing rules?</h2>\n<p>The designed reinforcement should follow code-based detailing rules (e.g., supplementary reinforcement for tensile and shear force transfer according to EN 1992-4). Detail 3D ensures proper force flow: compression zones in concrete and tension in rebars. Proper reinforcement is essential as concrete doesn’t transfer tension. Detailing rules are not automated—users must apply them manually, and it is the structural engineer's responsibility to reinforce the concrete block in the correct way. </p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. How do I model shear force transfer correctly?</h2>\n<p>Shear force in base plates can be transferred via friction, anchors, or shear lugs, but only one method can be used at a time. For friction, ensure correct load case sequencing: apply compression (permanent) first, then shear (variable). If done incorrectly, the base plate may \"fly away.\" </p>\n<p>With a proper loading sequence and the friction coefficient set to 0.25, shear force can be transferred for 25% of the compression force. For shear-lugs, full shear force is transferred through them, but they aren't checked in IDEA StatiCa Detail. First, check the shear lugs in IDEA StatiCa Connection, then import into Detail. Load transfer in concrete blocks follows typical stress paths (flanges/web) based on load direction. For anchors, the user can define which anchors are effective for shear transfer. Still, they also aren't checked for shear in Detail—so verify their capacity first in Connection before simulating in Detail. </p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. What to consider when exporting from Connection to Detail?</h2>\n<p>The loads can be applied directly to anchors (tension, compression, shear) or the base plate (all six internal forces). Anchors and base plates are modeled as separate elements, so the force transfer between them must be manually activated through constraints. </p>\n<ul>\n <li>When exporting the anchoring model from IDEA StatiCa Connection (e.g., see <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM link Connection to Detail - Eccentrically loaded anchoring</a>), axial force transfer between anchors and the base plate is turned off to avoid unwanted additional prying of the base plate. </li>\n <li>Alternatively, when modelling from scratch and applying load directly on the base plate, the user has to activate axial and shear transfer between the base plate and anchors.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. What stiffness of the base plate should be set?</h2>\n<p>Setting the correct stiffness of the base plate is also important. Three models are compared in the following figure: </p>\n<ul>\n <li>a flexible base plate exported from Connection, </li>\n <li>a flexible base plate modeled directly in Detail 3D with a load applied at a single point, </li>\n <li>and a rigid base plate with increased thickness, with a load applied at a single point. </li>\n</ul>\n<p>Results showed that flexible plates modeled directly in Detail 3D produce inaccurate stress distributions and artificial prying effects. The rigid plate eliminates these issues, giving results consistent with the Connection export. Anchor forces were similar in the first and the third models, but the second (flexible plate in Detail 3D) overestimated anchor forces by over 30 %, making it an incorrect approach. Therefore, if not exporting from Connection, and loading at a single point, to get the interaction between the base plate and concrete as close to reality as possible, the suggestion is to use the stiff base plate.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d4076e6_85ee_0108_1893_42f54e5d6b8c\"></object>\n<h2>7. What about the contact stress?</h2>\n<p>In Connection, setting a Contact between two steel plates and displaying the contact stress is possible. However, it is a known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">here</a>) that the contact stress between steel plates is neglected during the export from Connection to Detail.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<p>There are two consequences of this for the Detail model:</p>\n<ul>\n <li>Part of the load is missing completely.</li>\n <li>Imported loads are not in equilibrium, and the model can not be calculated because of huge base plate deformations and analysis divergence.</li>\n</ul>\n<p>How to resolve this limitation? There are two options:</p>\n<ul>\n <li>Modify your model in the Connection app so that there is no contact between plates, generating contact stresses. Operations <strong>End Plate</strong>, <strong>Splice</strong>, and <strong>Stiffening plate</strong> (input type <strong>Doubler</strong>) automatically generate contact in the background!</li>\n <li>Delete the load effects exported from the Connection model; select the base plate and change <strong>Load type</strong> to <strong>Column</strong>; add a new <strong>Load case</strong> and a <strong>Load impulse,</strong> and input the internal forces as in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6faacfec-06c2-4cfc-b034-bdd42090afea/What%20about%20the%20contact%20stress%2002.png\" data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" alt=\"\"></figure>\n<h2>8. Why does bond stress exceed 99,9 % so fast?</h2>\n<p>In most models, bond stress in anchorage exceeds 99,9% utilization for very low tension load levels. The reason can be found in the bond stress-strain diagram between the anchor/reinforcement and the concrete, as shown in the figure below. The bond reaches its ultimate stress rapidly, and any further loading leads to plastic deformation of the bond. To determine the ultimate bond stress for the adhesive anchors, see the article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Bond strength for anchors in Detail 3D</a>.</p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. How should I manage mesh settings?</h2>\n<p>Mesh quality is crucial for 3D simulations, especially for nonlinear problems, as it directly impacts calculation time. The mesh multiplier ranges from 0.5 to 5, with 1 being the default. Using a factor of 5 speeds up simulations, helping identify errors, but results may be inaccurate (over 30% error). After verifying the model, the suggested factor is 1 or lower for accurate stress and strain, which increases analysis time. A coarse mesh (higher factor) is used for predesign, while a finer mesh (lower factor) provides more accurate results in the final simulation, especially around anchors.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h2>10. Is it possible to import multiple anchorings?</h2>\n<p>Yes, it is. And what happens after exporting the multiple anchoring from Connection to Detail? Two or more concrete blocks are imported to Detail depending on the number of base plates in the Connection, where every base plate has its own concrete blocks. The known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitation for Detail 3D</a>) is that multiple solid blocks are not supported in Detail. So the user has to delete all blocks besides one, and relate all the other base plates to that block. Then, the correct anchor and weld forces distribution is reached.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h2>Conclusion</h2>\n<p>The 3D CSFM in IDEA StatiCa Detail is a powerful tool for modeling nonlinear concrete and rebar behavior, ensuring compliance with Eurocode and ACI. It effectively handles bond interactions, tension and compression zones, and reinforcement layouts, offering robust anchoring and load transfer solutions. The criteria ensure that calculations stop when critical strain limits are reached, and proper reinforcement detailing is essential for realistic results. Mesh quality is crucial for accurate simulations, with finer meshes providing better precision at the cost of longer analysis times. Supplementary reinforcement, shear force transfer, and correct export settings are also key factors in achieving accurate, code-compliant designs.</p>\n<p>For more detailed information, take a look at the webinar <a data-item-id=\"fe18abc4-7d3c-45ac-97e6-002bf87224ef\" href=\"\">10 Most Frequently Asked Questions for 3D Anchoring</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n52d28e81_1616_01e2_a821_827f1ce6ac7c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ca2405e0_92af_011f_a520_4c427debe025\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2aa41181_a7e4_0123_9223_f5d0a6efae46\"></object>"
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"value": "<p>Section Results allow insight into the stresses within the concrete element. It is possible to create any number of sections and in any plane.</p>\n<figure data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34362025-5732-4d5b-b661-96a5d119dea2/release%20notes.png\" data-asset-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" data-image-id=\"25356f09-71fc-4ff7-b6c3-98943a507bdc\" alt=\"\"></figure>\n<p>For 3D models, there is an option for displaying results for concrete - <strong>Section results</strong>. To define or modify the sections, you need to use the section button in the view control, which is in the top right corner of the scene.</p>\n<figure data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/914c186d-ab51-41d1-b387-d6f6635cd204/3D%20Detail%20in%2024.1_28.png\" data-asset-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" data-image-id=\"d48ae513-294c-4242-a016-03a5101e51e3\" alt=\"\"></figure>\n<p>Then you can simply turn on the section button and the results will be displayed via a specified section.</p>\n<figure data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1abeb9b1-229c-413d-9bd3-3b4e91f4ce72/3D%20Detail%20in%2024.1_29.png\" data-asset-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" data-image-id=\"d9ff0194-75d2-4894-86dd-642fc542ba76\" alt=\"\"></figure>\n<p>Or there is an option to switch the view from 3D to 2D and for better clarity display the selected section in 2D.</p>\n<figure data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61523445-67a2-43c4-9723-76863823497a/3D%20Detail%20in%2024.1_30.png\" data-asset-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" data-image-id=\"8d454a09-620f-4eb6-b12d-db74bf16ee1d\" alt=\"\"></figure>\n<h3>Stress check </h3>\n<p>For a better understanding of the results and the theory implemented in the 3D Detail, the iconography has been significantly improved. In the \"Strength\" section, under the concrete stress assessment, you will find new icons and, most importantly, tooltips explaining the basic theory. These tooltips correspond to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretical background</a>.</p>\n<figure data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c305661f-76a1-4dd5-a630-0dc245dfe4d9/stress%20check.png\" data-asset-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" data-image-id=\"d105bb4d-8643-4b67-9394-1f3123ddc0c3\" alt=\"\"></figure>\n<p>Released in IDEA StatiCa version 24.0.2</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated. </p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot. </p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n <li>International design standard (code) </li>\n <li>Profile type and material </li>\n <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n <li>Only connections with 1 member (simple footings)\n <ul>\n <li>Only steel-to-concrete anchoring</li>\n <li>No complex design (footing with braces)</li>\n </ul>\n </li>\n <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>IDEA StatiCa is a tool for solving complex 3D tasks and is fully verified for anchoring in concrete blocks. This solution allows you to perform designs without oversimplifications and provides checks based on the Ultimate Limit State (ULS). Thus, we have a tool to capture all types of <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">concrete failures</a> for footing. Together with IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> for anchorage verification, we offer a comprehensive package for everyone dealing with steel-to-concrete connections.</p>\n<p>Enhanced shear transfer, improved results, and simplified integration between <strong>IDEA StatiCa Connection</strong> and <strong>IDEA StatiCa Detail</strong>, along with the verifications, means the solution is now fully capable of handling real, practical examples of any kind of anchoring. </p>\n<h3>What are some key improvements compared to the BETA version?</h3>\n<ul>\n <li><strong>Shear transferring devices:</strong> Fundamental entities that enable the general design of all types of anchoring <strong>(Anchors, Shear lugs, and Friction)</strong>. There are all types corresponding to the options in IDEA StatiCa Connection, allowing smooth import. Read the separate release note dedicated to <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transferring devices.</a></li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n <li><strong>Result Sections</strong>: As part of the improvements for a better understanding of the results, Detail provides the opportunity to see the actual behavior of the structure. Read the separate release note: <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n <li><strong>Full Connection export with new entities: </strong>The import is possible, including all information about materials, types of anchors, and their end treatments. Read the separate release note: <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Import of anchoring from Connection to Detail</a></li>\n <li><strong>Working Grid Plane</strong>: There is a new grid to help surface identification during modeling, reinforcement, creating sections, etc. Read the separate release note: <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Modelling improvement - Grids and Self-weight</a></li>\n <li><strong>Self-weight:</strong> The application includes another load type, self-weight. It is automatically calculated based on the dimensions and the selected material. </li>\n <li><strong>Refined mesh around anchors:</strong> The mesh around the anchors has been locally refined for accurate results. This setting cannot be changed. The mesh is generated automatically.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Comprehensive functionality description of 3D Detail.</a></p>\n<p><em>Note: Currently for Eurocode (EN) only.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17664d22_8237_0160_ba3e_adce2e7403ca\"></object>\n<h3>Known limitations for Detail 3D</h3>\n<p>Since Detail is just a tool that cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the limitations that must be taken into account:</p>\n<ul>\n <li>The solution is suitable only <strong>for reinforced concrete.</strong></li>\n <li>The application provides<strong> ULS checks</strong> according to EN.</li>\n <li><strong>Only one concrete block</strong> is supported in Detail.</li>\n <li>In Detail, the anchors are only checked for tensile strength. It is necessary to <strong>use Connection for shear and interaction checks</strong>.</li>\n <li>Only models <strong>anchored via the base plate</strong> and <strong>only Direct contact </strong>can be imported to Detail (from Connection). </li>\n <li><strong>Imported loads and user-input loads cannot be combined within one model.</strong></li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article: <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>Verifications</h3>\n<p>We emphasize once again that although Detail 3D is a general solution for modeling any detail, we verify examples step by step. The current focus is mainly on verifying functionalities related to <a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">anchoring</a>. See the overview of what are possible use cases and plans for further development below:</p>\n<table><tbody>\n <tr><td><strong>Use-case</strong></td><td><strong>Functionality ready</strong></td><td><strong>Verification provided</strong></td><td><strong>Verification in version</strong></td></tr>\n <tr><td>Footings of steel columns</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General anchorings of steel members <br>\n(beams, bracings, lifting lugs...)</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General use of the Detail 3D for other cases (Pile caps, Pier caps, etc.)</td><td><p>YES</p>\n<p><br></p>\n</td><td>NO</td><td><p>in development</p>\n<p><br></p>\n</td></tr>\n <tr><td>Wall model type</td><td>NO</td><td>NO</td><td>in development</td></tr>\n</tbody></table>\n<p><br></p>\n<p>We continuously update and add new <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&label=detail_3d\">verifications for 3D Detail</a>, where we verify the functionality and the assumptions. 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"value": "<p>Anchoring in a plain concrete block can be modeled and code-checked in IDEA StatiCa Connection. Sometimes, it could be useful or necessary to reinforce the concrete block. Although, this capability isn't available within the Connection app, we have 3D Detail. 3D Detail is focused on solving anchoring into concrete blocks and analysis of both the anchoring elements and the concrete block itself. Moreover, a direct link is implemented between the Connection and Detail applications to simplify the process.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Connection users who design <strong>anchoring according to Eurocode</strong> can <strong>import their model from Connection to the advanced 3D Detail by one button click</strong>.</p>\n<h3>How does it work?</h3>\n<ul>\n <li>Import is allowed just for anchoring. If there is no concrete block in the Connection model, the export to Detail is disabled (\"RC check\").</li>\n <li>The model in Connection has to be calculated. If results are not available, the export icon (\"RC check\") is disabled.</li>\n <li>Only one concrete block for the import/export is allowed.</li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>The connection is imported, including </h3>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">Adhesive</a>/Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook</li>\n <li>Friction coefficient</li>\n</ul>\n<h3>How to export anchoring from Connection to Detail</h3>\n<p>First, create a model of anchoring in Connection according to Eurocode and click the Calculate button.</p>\n<p>When results exist, export of footing is enabled. By clicking the button \"<strong>RC Check</strong>\" in the ribbon, a dialog asking for the location and the name of the newly created Detail file appears.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>After a successful export, the project in Detail is created. The geometry of the concrete block and the base plate, the position and properties of anchors, and the load are automatically transferred to Detail. Surface support placed at the bottom surface of the concrete block is automatically created.</p>\n<p>The most tricky part of this process is the import of the load. For every calculated load effect in Connection, the corresponding load case and the ULS combination are automatically created in Detail.</p>\n<ul>\n <li>The base plate is loaded by <strong>forces in welds,</strong> which are modeled as a <strong>Group of forces. </strong>For the loading of the base plate itself, the imported loading is represented by a group of forces following the stresses in welds between the base plate and steel members in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n <li>Anchors are modeled and loaded independently from the base plate, and they are axially loaded by point loads. The loading of anchors is represented in the scene by a double of arrows in opposite directions. One arrow represents the tension force acting only on the top of the anchor. The other one represents the compression force acting on the base plate. </li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>The Checkbox \"Transfer of axial forces\" is unticked by default as the anchors are loaded by forces directly. </p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n <li>Shear is transferred according to the setting in Connection by one of the options – anchors, shear lugs, or friction. 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"value": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<p>Next to the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights in version 24.1</a>, read the full list of the new functionality:</p>\n<h2>Concrete Design</h2>\n<p><strong>Detail 3D (Eurocode only)</strong></p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Full Connection export with new entities</a></li>\n <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a> – Sections, Stress check</li>\n <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Work plane grids</a> for designing new entities</li>\n <li>Fine mesh around anchors and app stability</li>\n</ul>\n<p><strong>Detail 2D</strong></p>\n<ul>\n <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">New templates</a> (Eurocode only)</li>\n <li><a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\">Improved SLS combinations</a> (Eurocode only)</li>\n <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\">Stiffness for point supports</a></li>\n</ul>\n<p><strong>Beam</strong></p>\n<ul>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<h2>Steel Design</h2>\n<ul>\n <li><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Measuring tool in Connection</a></li>\n <li><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Project item and material management</a></li>\n <li><a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Multiselect and multiedit in Connection</a></li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Fast app response with quick cancel of calculations</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/project-item-and-material-management#buckling-in-every-project\">Buckling calculations in the backstage menu</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Theoretical-background-in-Report-updated\">Theoretical Background in the report</a> in Italian and Portuguese</li>\n <li><a href=\"https://www.ideastatica.com/support-center/how-to-import-a-plate-from-dxf#Smooth-import-of-plate-shape-from-dxf\">Smooth import of plate shape from DXF</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\">Enhanced parametric design templates</a></li>\n <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Regional improvements</a></li>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes</a></li>\n</ul>\n<h2>BIM and Checkbot</h2>\n<ul>\n <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Multi-management and grouping tools in Checkbot</a></li>\n <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Parameters made useful for everyone</a></li>\n <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">HILTI PROFIS plugin in Checkbot</a></li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">60% faster FEA imports to Checkbot</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\">IFC export from Checkbot</a></li>\n <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Advanced import of connectors from CAD tools</a></li>\n <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Supported BIM links in version 24.1</a></li>\n</ul>\n<h2>Usability and Licensing</h2>\n<ul>\n <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Project settings</a></li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Shared preferences across the whole tool range</a></li>\n <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Single Sign-on for public use</a></li>\n <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Closing the gap between Viewer and Connection</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\">License usage reports in the User Portal</a></li>\n</ul>\n<h2>Full release notes</h2>\n<p>Below, you can download the <strong>Release notes </strong>for IDEA StatiCa 24.1 in PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n13ff92c8_58f3_01dc_1f47_18f027c476ce\"></object>"
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{
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"urlSlug": "release-notes-idea-statica-steel-concrete-21-0",
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{
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{
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{
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{
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{
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{
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{
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"value": "<h2>Version compatibility</h2>\n<p>IDEA StatiCa software version (e.g., 22.1.3.0789) is described by a number represented by the major version (22), minor version (.1), patch number (.3), and build number (.0789).</p>\n<p>Every major and minor version of IDEA StatiCa applications changes project data and makes it impossible to use in the previous versions. This means if you create or save a project in version 22.1, you can not open it in 22.0.</p>\n<p>However, patches within the same version are compatible, so if you create or save a project in patch 22.1.3, you can still open it in patch 22.1.0.</p>\n<p>The cloud services, such as the <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a>, always generate project files in the latest IDEA StatiCa version and patch released.</p>\n<h2>Opening an old project in a newer version</h2>\n<p>Models designed in older versions of IDEA StatiCa may show differences when you upgrade to the newest version. When upgrading to a newer version of the program, you may encounter some differences associated with opening models created in older versions. </p>\n<p>To get updated, please read the <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">release notes</a> for every major and minor version released, together with patch updates and <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">lists of resolved bugs</a>.</p>\n<p>Below is a list of the most important changes for each new version of the program that may lead to some changes in results:</p>\n<h3>Changes in version 25.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a href=\"https://preview.ideastatica.com/support-center/smooth-results-with-precise-meshing#25-1-CHS-mesh\">Update of the FEM mesh for CHS members</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/updated-cbfem-solver#member-calculation-25-1\">Stepped analysis in Member</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/steel-pins#25-1-pin-buckling\">Buckling calculation of models with pins</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/connection-analysis-0-or-doesn-t-reach-100#warning-big-deformation\">Large deformation warning</a></li>\n</ul>\n<p>CONCRETE</p>\n<p>There were several essential improvements to the underlying analysis model. The anchor mesh has been refined, the bond stiffness has been recalibrated, and the whole system of constraints between anchors and concrete block has been enhanced to better reflect real load-slip behavior. In addition, the contact interaction representing the bearing of anchors against concrete under shear loading has been tuned based on internal research, various studies, and code guidance. Altogether, these refinements improve the realism of the load transfer mechanism, which means that the results may differ from previous versions — typically being more realistic and less conservative, while remaining safe.</p>\n<p>Read the <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">highlights</a> and the <a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\">full list of improvements</a> in Release notes IDEA StatiCa 25.1.</p>\n<h3>Changes in version 25.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Geometrically nonlinear analysis</a> (GMNA)</li>\n <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Weld spreading area</a></li>\n</ul>\n<p>Read the <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">highlights</a> and the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 25.0.</p>\n<h3>Changes in version 24.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes improved</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<p>Read the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights</a> and the <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.1.</p>\n<h3>Changes in version 24.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Out of surface load warning in Member</a> (patch 23.1.1)</li>\n <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Extend the member using the cut operation</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Accurate calculation of the shear resistance of slabs</a> (patch 23.1.2)</li>\n</ul>\n<p>BIM and CLOUD SERVICES</p>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free structural design hub for all supported FEA and CAD</a>, and termination of the free Viewer plugins</li>\n</ul>\n<p>Read the <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">highlights</a> and the <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.0.</p>\n<h3>Changes in version 23.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Welds – autodesign, input, warnings, visualization</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Shear force position input and visualization</a> (since patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Yield strength reduction for high-strength steel hollow sections</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warning for welds and bolts connecting the same plates</a> (since patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Filler plate (packing plate) recognition</a> (since patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detailed calculation of connection design material values displayed in the plates' result table</a></li>\n <li>AISC steel and bolt grade materials for AISC360-22 (since patch 23.0.4)</li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularity detection in Member</a> (since patch 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check advancements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Release notes IDEA StatiCa 23.1</a>.</p>\n<h3>Changes in version 23.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Qualification checks of seismic prequalified connections for AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Update of ANSI/AISC 360-22, CSA S16:19 standards, and Taiwain sections</a> </li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Anchors with stand-off</a> (since patch 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Eurocode updates to thin-walled members and anchors</a></li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Edge indexing in Member and Connection models</a></li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Load Extreme Selection</a> (since patch 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Limited stress check feature in Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementation of long-term losses in Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Improvements for ACI 318-19 in Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Imperial rounding improvements in Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Equivalent time for deflection in Beam</a> (since patch 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Triangular mesh in concrete Member</a></li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check improvements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Release notes IDEA StatiCa 23.0</a>.</p>\n<h3>Changes in version 22.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle to the grain of the steel-to-timber connections</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">GMNIA solver extended to shear and torsion effects</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes IDEA StatiCa 22.1</a>.</p>\n<h3>Changes in version 22.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium by default</a></li>\n <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis - how the results are displayed</a></li>\n <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a></li>\n <li>Connection Lite update</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of eccentricity definition of a normal force for concrete columns according to Eurocode</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Release notes IDEA StatiCa 22.0</a>.</p>\n<h3>Changes in version 21.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts in version 21.1 and onwards</a></li>\n <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</a></li>\n <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP 16</a></li>\n</ul>\n<p>For users of <strong>Template Manager</strong>, use version 21.1 to <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transfer your designs into the new Connection Library</a>.</p>\n<p>Read the full list of improvements in <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Release notes IDEA StatiCa 21.1</a>.</p>\n<h3>Changes in version 21.0</h3>\n<p>The biggest change since version 21.0 is in the analytical model of members in Connection, please read the <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Updated CBFEM solver</a> article, and the <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Condensed superelements - invisible but essential</a> blog post. The impact of the changes is also described in <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Analysis model improvements in IDEA StatiCa version 21.0</a> article.</p>\n<p>Read the full list of improvements in <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Release notes IDEA StatiCa 21.0</a>.</p>\n<h3>Changes in version 20.1</h3>\n<p>Here, we point out articles describing the main differences between the older and newer version.</p>\n<ul>\n <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Improved model of contacts</a></li>\n <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Butt welds upgraded model</a></li>\n <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Bolt bearing distances for Eurocode</a></li>\n <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Connecting plate eccentricity</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Release notes IDEA StatiCa Steel 20.1</a> and <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Release notes IDEA StatiCa Concrete 20.1</a>.</p>\n<h3>Changes in version 20</h3>\n<p><strong>Cleat manufacturing operation refactoring</strong></p>\n<p>In the previous version Cleat manufacturing operation sometimes made L cross-section legs swapped, mostly while the members were rotated along the longitudinal axis. From now on, the L sections are positioned correctly, and the legs orientation is kept the same while introducing rotation to the member. The new mechanism behind is based on the new member positioning (by its LCS coordinates - rather then it's Rotations).</p>\n<p><strong>Local coordinate systems of the members in FEA/CAD applications</strong></p>\n<p>All member entities in FEA/CAD applications are created in a way that their definition axis has the start and the end. These two points are taken as a vector to define the local coordinate system of the member. In each FEA/CAD application project are these data information stored and can be used during the import. We took advantage of that, and it helps to improve the correctness of our BIM link geometry import. On the other hand, it changes the rules of the game, and the user must pay attention to the way how the model is created in FEA/CAD because it has an impact on the CBFEM Connection model also. We recommend to pay attention while importing from FEA/CAD projects into the version 20, the local coordinate system of the members may change the model to and difference compared to the model imported into the previous versions is eminent. </p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"Compatibility of versions\"></figure>\n<p><strong>Member application projects compatibility</strong></p>\n<p>IDEA StatiCa Member application passes through agile development, especially the data storage architecture and the guided user interface. Based on this it's obvious that the projects created in the older versions may not be correctly opened in version 20 or the application may fail to open them. Please be aware of that and excuse IDEA StatiCa for inconvenience. </p>\n<p>Read the full list of improvements in <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Release notes IDEA StatiCa Steel 20.0</a> and <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Release notes IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changes in version 10.1 and older</h3>\n<p>One of the reasons behind the new GUI is that a lot of engineers were saying: „IDEA StatiCa Connection needs to be more error-proof”. These “errors” are usually related to:</p>\n<ul>\n <li>Setting the correct <strong>length of members</strong> – in cases of extremely short or long members, this can hugely influence the results. Since version 9, IDEA StatiCa Connection automatically sets an appropriate length of all members.</li>\n <li><strong>Welds </strong>– stress plastic redistribution is by far the most accurate design method for welds and was introduced in version 7.1. During version 8 – and as a transition period - it was the default method, coexisting with the other evaluation methods. Since version 9, this method is the only option available and the other evaluation methods have been removed, to avoid confusion among the users, as we have seen through our helpdesk. This ensures that all welds in the project are safely designed and complying with the code.</li>\n</ul>\n<p>We have implemented several <strong>control mechanisms</strong> for IDEA StatiCa Connection since version 9.0 – automatic-check when the connection is modeled in a recommend way (singularity check, member lengths, their offsets, …). If the connection is not modeled properly, the calculation is interrupted or an error message is displayed. Please be aware that because of all of these improvements, opening projects from previous versions can lead to a different model geometry that may need some further editing.</p>\n<p>We have also improved <strong>meshing </strong>of hollow sections members – IDEA StatiCa Connection since version 9.0 generates finer meshing on hollow section members which might lead to slightly different results compared to older versions.</p>\n<p>We display the compatibility warning on each opening of a project from the older versions:</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"Compatibility of versions\"></figure>"
},
"regions": {
"name": "Region",
"type": "taxonomy",
"value": [
{
"name": "EMEA",
"codename": "emea"
},
{
"name": "APAC",
"codename": "apac"
},
{
"name": "AMER",
"codename": "amer"
}
],
"taxonomyGroup": "region"
},
"product_groups": {
"name": "Product group",
"type": "taxonomy",
"value": [
{
"name": "Steel",
"codename": "steel"
},
{
"name": "Concrete",
"codename": "concrete"
},
{
"name": "Connection design",
"codename": "connection_design"
},
{
"name": "Member design",
"codename": "member_design"
},
{
"name": "Reinforced concrete",
"codename": "reinforced_concrete"
},
{
"name": "Prestressed concrete",
"codename": "prestressed_concrete"
},
{
"name": "Licensing",
"codename": "licensing"
}
],
"taxonomyGroup": "product_group"
},
"support_center_article_types": {
"name": "Support center article",
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"value": "<h2>Version 24.0 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n71180d74_9ffb_01b9_ff7c_9029ec3daf3c\"></object>\n<h2>Steel Connection Design</h2>\n<ul>\n <li><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\"><strong>Parametric templates</strong></a> reduce clicks for standard connections by up to 80%. </li>\n <li><a data-item-id=\"987e0d3d-116f-47b8-8fea-cd8dde608cc3\" href=\"\"><strong>Sketches</strong></a><strong> </strong>now contain<strong> </strong>all necessary data for detailers (editable, readable). </li>\n <li><strong>Connection Library</strong> database increased from 400k to 700k, with new filters (AISC/EN,…). </li>\n <li>One-click <a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\"><strong>Weld Sizing</strong></a><strong> </strong>to full capacity of all welds in the connection. </li>\n <li><a data-item-id=\"5d596a87-216d-478c-9091-8e8f710ad06e\" href=\"\"><strong>Auto-Design of Bolts</strong></a> for shear connections.</li>\n <li><a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>PJP Welds</strong></a> for AISC</li>\n <li>Eurocode only: Modeling <a data-item-id=\"659f367d-2583-4cff-8e95-d103961e93bb\" href=\"\"><strong>Pins</strong></a>,<strong> </strong><a data-item-id=\"b5fdc985-c8bd-41af-abf8-d6722fc84d43\" href=\"\"><strong>Welds optimization</strong></a><strong> </strong>using machine learning. </li>\n <li><a data-item-id=\"cc8f87c9-d20b-43dd-aa50-854bfddabc04\" href=\"\"><strong>Hooked anchors/L-bolts in AISC</strong></a> (<strong>Anchoring update</strong> for Australian/Indian codes).</li>\n <li>A set of <a data-item-id=\"216f23aa-de26-43f7-bf03-59d5c905f88b\" href=\"\"><strong>features and improvements</strong></a> for the comfort of everyday modeling routines.</li>\n <li>You can<strong> </strong><a data-item-id=\"a22aefcd-b75f-4a55-a16e-0f1d664dd7e2\" href=\"\"><strong>change the language of the Report</strong></a><strong> </strong>without affecting the language of the application.</li>\n</ul>\n<h2>Concrete Detail Design</h2>\n<ul>\n <li><a data-item-id=\"382192dd-b0af-4352-b8e2-67196db3c59f\" href=\"\"><strong>Footings</strong></a><strong> and </strong><a data-item-id=\"62787805-f419-46e2-a87d-5e9d938e10a3\" href=\"\"><strong>Walls</strong></a> using 3D model type in IDEA StatiCa Detail. 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"value": "<p>Na prática, os engenheiros podem encontrar diferentes tipos de elementos finitos (desde simples elementos de barra 1D até elementos de tijolo 3D mais complicados) que são utilizados numa variedade de aplicações para a análise e projeto de elementos estruturais. Uma caraterística comum da maioria dos cálculos na prática tende a ser o comportamento linear dos modelos, cujas vantagens são, sem dúvida, a rapidez, a clareza e simplesmente o facto de, para uma grande variedade de problemas, esta solução ser suficiente.</p>\n<p>Especialmente no mundo das estruturas de betão, acontece frequentemente que a abordagem linear não é suficiente, simplesmente porque após o aparecimento das primeiras fissuras no elemento carregado, as tensões são redistribuídas e o problema torna-se significativamente não linear.</p>\n<p>Para estes casos, é necessário escolher uma das abordagens mais sofisticadas. Para casos 1D, é frequente encontrar métodos analíticos definidos diretamente nos códigos. Por exemplo, os populares modelos Strut e Tie podem ser construídos para elementos planos 2D e regiões de descontinuidade (regiões D), ou o método de campo de tensão mais sofisticado implementado no IDEA StatiCa Detail, CSFM, pode ser utilizado.</p>\n<p>No entanto, se o engenheiro se deparar com um problema que não pode ser simplificado para o comportamento planar, as opções são muito limitadas. Naturalmente, um modelo 3D de escora e tirante pode ser construído ou um software semi-científico pode ser utilizado para uma análise precisa. Esses procedimentos geralmente são demorados, não estão em conformidade com o código e exigem um engenheiro com conhecimento em métodos de modelagem avançados.</p>\n<p>Por este motivo, a IDEA StatiCa desenvolveu e implementou o 3D CSFM (Compatible Stress Field Method) na aplicação Detail. O 3D CSFM estende o CSFM estabelecido para uma terceira dimensão, oferecendo uma solução rápida e em conformidade com o código que é principalmente aplicável ao engenheiro do dia a dia, dando-lhe uma nova capacidade única para abordar com segurança os detalhes complexos das estruturas de betão.</p>"
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"value": "<p>O CSFM 3D define o comportamento do betão com base na teoria da plasticidade de<strong> Mohr-Coulomb modificada</strong> para cargas monotónicas. O método <strong>considera as tensões principais do betão na compressão e as tensões da armadura (</strong><strong><em><sub>σsr</sub></em></strong><strong>) nas fissuras, negligenciando a resistência à tração do betão (corte de tensão), exceto o seu efeito de reforço na armadura (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>reforço de tensão</strong></a><strong>).</strong></p>\n<p><strong><em><sub>σc1r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc2r</sub></em></strong><strong><em>, </em></strong><strong><em><sub>σc3r</sub></em></strong> ≤<strong><em> 0 MPa</em></strong></p>\n<p>Os varões de reforço estão ligados aos elementos finitos do volume de betão através de elementos de ligação, permitindo o deslizamento entre o betão e o reforço. É de notar que o CSFM 3D <strong>não é adequado para simular betão simples</strong> devido à ausência de tensão, o que pode resultar em deformações enganadoras e divergência de modelos. De um modo geral, a teoria de Mohr-Coulomb inclui duas propriedades fundamentais que regem a evolução da superfície de plasticidade em compressão e parcialmente em tração: o ângulo de atrito interno <em>φ</em> e o parâmetro de coesão <em>c</em>. <strong>O CSFM 3D assume um ângulo de atrito interno nulo </strong>(Fig. 1e), conduzindo a um dimensionamento conservador devido à semelhança da superfície de plasticidade com o modelo de Tresca, que é independente do primeiro invariante de tensão.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Pressupostos básicos do CSFM 3D: (a) tensões principais no betão; (b) tensões na direção da armadura;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) diagrama tensão-deformação do betão em termos de tensões máximas; (d) diagrama tensão-deformação da armadura}}\\) \\( \\textsf{\\textit{\\footnotesize{em termos de tensões nas fissuras e deformações médias; (e) círculos de Mohr para o modelo de betão em CSFM 3D; (f) tensão de corte da ligação - deslizamento}}\\) \\( \\textsf{\\textit{\\footnotesize{relação para verificações do comprimento de ancoragem.}}}\\)</em></p>\n<h4>Betão</h4>\n<p>O modelo de material apresentado é um modelo de plasticidade multi-superfície dado pela combinação dos modelos de Mohr-Coloumb e Rankine para carregamento monotónico. É importante notar que este modelo não aborda a descarga, pelo que as variáveis de estado não são armazenadas, como seria o caso nos modelos clássicos de plasticidade utilizados para cargas cíclicas.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr-Coulomb multi-surface plasticity model for friction angle 0 degree}}}\\]</em></p>\n<p>Como já foi referido, o modelo de material destina-se a ser utilizado em aplicações que calculam a resposta do betão armado (não é adequado para betão simples). Isto deve-se à exclusão do betão em tração. Por conseguinte, o modelo nem sequer é adequado para elementos estruturais em que as regras de dimensionamento do betão armado, tais como a taxa de armadura mínima, o espaçamento máximo entre barras, etc., não são cumpridas. Deve também ser acrescentado que, por razões de estabilidade numérica, é definida uma capacidade de tração muito pequena no modelo. A parte de tração é limitada por planos correspondentes ao modelo de Rankine.</p>\n<p>O modelo CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, considera um ramo infinitamente plástico após a tensão de pico ser atingida). Esta simplificação não permite a verificação da capacidade de deformação das estruturas que roem à compressão. No entanto, a sua capacidade última é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução<sub>𝜂𝑓𝑐</sub> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{c,red} = \\eta _{fc} \\cdot f_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>fc</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<p>A <em>fc</em><em><sub>,red</sub></em> é então comparada com a Tensão Principal Equivalente σc<em><sub>,eq</sub></em> no betão, que será definida mais tarde, naturalmente, com a consideração de todos os factores de segurança prescritos pelo código.</p>\n<p>Uma descrição detalhada do modelo de betão pode ser encontrada na seguinte ligação:</p>\n<ul>\n <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Modelo de material de betão para detalhe 3D</strong></a></li>\n</ul>\n<h4>Reforço</h4>\n<p>O diagrama bilinear tensão-deformação para varões de armadura, tal como definido pelos códigos de projeto (Fig. 1d), representa um modelo idealizado. Este modelo requer o conhecimento das propriedades básicas da armadura durante a fase de projeto, especificamente a classe de resistência e ductilidade. Em alternativa, os utilizadores têm a opção de definir uma relação tensão-deformação personalizada.</p>\n<p>A rigidez à tração é considerada através da modificação da relação tensão-deformação do varão de reforço nu para captar a rigidez média dos varões embebidos no betão (<sub>εm</sub>) (Fig. 1b).</p>\n<h4>Ancoragem</h4>\n<p>O deslizamento da ligação entre a armadura e o betão é introduzido no modelo de elementos finitos considerando a relação constitutiva simplificada rígida-perfeitamente plástica apresentada na (Fig. 1f), sendo <em><sub>fbd</sub></em> o valor de projeto (valor facturado) da tensão última da ligação especificada pelo código de projeto para as condições específicas da ligação.</p>\n<p>Este é um modelo simplificado com o único objetivo de verificar as prescrições de ligação de acordo com os códigos de projeto (i.e., ancoragem do reforço). A redução do comprimento de ancoragem quando se utilizam ganchos, laços e formas de barra semelhantes pode ser considerada através da definição de uma determinada capacidade na extremidade da armadura, como será descrito mais adiante.</p>\n<h4>Ancoragens</h4>\n<p>O elemento da ancoragem é definido como sendo capaz de transferir forças normais de tração ou compressão, bem como forças de corte, considerando também a rigidez à flexão. No entanto, apenas é avaliada a tensão normal nas ancoragens.</p>\n<p>Estão disponíveis dois tipos de ancoragens:</p>\n<ul>\n <li>Ancoragem adesiva</li>\n <li>Reforço no local</li>\n</ul>\n<p>O comportamento da armadura de betão armado é o mesmo que o da armadura clássica (tipo de ancoragem, ligação, etc.) <strong>. Para as ancoragens adesivas, é possível definir diretamente o valor de projeto da resistência da ligação.</strong> Este valor deve ser lido na ficha técnica do fabricante.</p>"
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"value": "<p>In the following chapter, we will take a look at how the Mohr-Coulomb theory is implemented in 3D CSFM. We will explain how the confinement effect (triaxial stress) is considered and how the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> is calculated, which is used to determine the load-bearing capacity from the point of view of concrete.</p>\n<h3>Introduction to the theory</h3>\n<p>Mohr–Coulomb theory is a mathematical model describing the response of<strong> </strong>brittle materials, to shear and normal stress. Most of the classical engineering materials follow this rule in at least a part of their shear failure envelope. Generally, the theory applies to materials for which the compressive strength far exceeds the tensile strength.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>In structural engineering, it is used to determine failure load as well as the angle of fracture for displacement of fracture surface in concrete and similar materials. Coulomb's friction hypothesis is used to determine the combination of shear and normal stress that will cause a fracture of the material. Mohr's circle is used to determine which principal stresses will produce this combination of shear and normal stress and the angle of the plane in which this will occur. According to the principle of normality, the stress introduced at failure will be perpendicular to the line describing the fracture condition. </p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>It can be shown that a material failing according to Coulomb's friction hypothesis will show the displacement introduced at failure forming an angle to the line of fracture equal to the angle of friction. This makes the strength of the material determinable by comparing the external mechanical work introduced by the displacement and the external load with the internal mechanical work introduced by the strain and stress at the line of failure. By conservation of energy, the sum of these must be zero and this will make it possible to calculate the failure load of the construction.</p>\n<h3>Implementation in 3D CSFM</h3>\n<p>In general, for a given angle of internal friction of the concrete, which is around <em>φ = 30-40° </em>in Reference [1], [2], [3], [4], the tensile and compressive strengths of the concrete Mohr's circles can be constructed as in Figure 5.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Where <em>f</em><em><sub>c</sub></em> is concrete strength in compression, <em>f</em><em><sub>ct</sub></em> is concrete strength in tension, <em>φ</em> is the angle of internal friction, and σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> are the principal stresses of concrete under triaxial compression.</p>\n<p>It can be noticed that as the principal stress σ<em><sub>c</sub></em><sub>3</sub> increases, the maximal possible difference between the values of σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub>, which we define as maximal σ<em><sub>c,eq</sub></em> (see below), also increases. This difference corresponds to twice the deviatoric stress defined in the literature as a radius of the mohr circles.</p>\n<p>In 3D CSFM implemented in IDEA StatiCa Detail, the angle of internal friction is considered as <em>φ = 0°, </em>as shown in Figure 6.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>The practical consequence of this implementation is that the maximum difference between σ<em><sub>c</sub></em><sub>3</sub> and σ<em><sub>c</sub></em><sub>1</sub> is constant as σ<em><sub>c</sub></em><sub>3</sub> increases. </p>\n<p><strong>Equivalent Principal Stress expresses the equivalent uni-axial stress for a general tri-axial stress state.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>The σ<em><sub>c,eq</sub></em> value can, therefore, be directly compared with uniaxial strength limits according to codes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Where σ<em><sub>c</sub></em><sub>,lim</sub> is the design (factored) uniaxial strength of concrete <em>f</em><em><sub>c</sub></em>.</p>\n<p>Comparing Figure 5, where the real angle of internal friction is used, and Figure 6, which shows the Mohr-Coulomb theory implementation with zero angle of internal friction, it can be seen that the approach chosen for the calculations in Detail is very conservative for the assessment of triaxial stress state.</p>\n<p>For a better understanding of the areas affected by tri-axial compression stress, the expression of the increase of the effective material strength due to tri-axial compression has been added to the IDEA StatiCa Detail application as a ratio σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. You can find this ratio in the Strength code check.</p>\n<p>In the Auxiliary results, the user can also find the <em>κ</em> factor, which explains the tri-axiality in a different way. </p>\n<p>\\[\\kappa = \\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>The concrete strength check can be then rewritten as:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>It follows from the previous that if the element is under hydrostatic stress - σ<em><sub>c</sub></em><sub>3</sub>=σ<em><sub>c</sub></em><sub>2</sub>=σ<em><sub>c</sub></em><sub>1</sub>, the Equivalent Principal Stress σ<em><sub>c,eq</sub></em> will have the zero value, and the kappa factor will reach infinity.</p>\n<p>More can be found here: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Tri-axial stress – the active confinement effect</strong></a></p>"
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"value": "<h3>Equações de equilíbrio</h3>\n<p>A teoria das pequenas deformações permite a montagem da equação de equilíbrio com base no volume não deformado, utilizando uma abordagem de primeira ordem.</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Equações de equilíbrio e representação gráfica em elemento infinitesimal}}}\\]</em></p>\n<h3>Equações de compatibilidade</h3>\n<p>Um corpo sólido é constituído por volumes infinitesimais ou pontos materiais, cada um dos quais está interligado sem intervalos ou sobreposições. As condições matemáticas devem ser respeitadas para evitar a ocorrência de lacunas ou sobreposições quando um corpo contínuo sofre deformação.</p>\n<h3>Equações constitutivas</h3>\n<p>As equações constitutivas que regem o comportamento dos elementos 3D desempenham um papel fundamental na análise do comportamento dos materiais em mecânica estrutural. Estas equações são formuladas para acomodar o <strong>comportamento isotrópico</strong> não linear, que é válido para barras <strong>de blocos sólidos </strong>no IDEA StatiCa Detail.</p>\n<p>Quando se trata de uma <strong>parede 3D</strong>, é essencial ter em conta o <strong>comportamento </strong>ortotrópico ao longo da sua espessura, prestando especial atenção à tensão no betão devido à ausência de armadura transversal. A ortotropia é causada pela permissão da tensão no betão numa direção fora do plano. As propriedades do material, como o módulo de elasticidade e o coeficiente de Poisson, permanecem as mesmas.</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 8\\qquad Matriz de conformidade isotrópica linearmente elástica}}}\\]</em></p>"
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"value": "<p>O modelo de análise de elementos finitos não linear (inelástico) é criado por vários tipos de elementos finitos utilizados para modelar o betão, a armadura e a ligação entre eles. Os elementos de betão e de armadura são inicialmente malhados de forma independente e depois interligados através de restrições multiponto (elementos MPC). Isto permite que o reforço ocupe qualquer posição não limitada aos nós da malha tetraédrica. Para verificar o comprimento da ancoragem, a ligação e a extremidade da ancoragem, são inseridos elementos de mola entre a armadura e os elementos MPC.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 10\\qquad Modelo de elementos finitos: elementos de reforço mapeados para a malha de betão utilizando elementos MPC e de ligação}}}\\]</em></p>\n<h4>Betão</h4>\n<p>O betão é analisado utilizando <strong>elementos tetraédricos mistos com rotações nodais</strong>. Os elementos tetraédricos permitem-nos criar malhas em regiões de qualquer topologia, enquanto a formulação implementada garante resultados de deformação precisos (sem tensões de corte espúrias, conhecidas como efeito de bloqueio de corte), mesmo para malhas grosseiras que não seriam adequadas para a formulação de elementos tetraédricos lineares.</p>\n<p>É utilizada a integração total. Isto significa que cada elemento está equipado com quatro pontos de integração situados dentro do volume. Esta integração produz um campo preciso de deformação e tensão, permitindo uma avaliação e apresentação suficientes dos resultados em todo o volume. Posteriormente, os critérios de paragem são estabelecidos com base no valor do ponto de integração.</p>\n<h4>Reforço</h4>\n<p>As armaduras são modeladas por elementos de \"barra\" 1D de dois nós (CROD), que apenas têm rigidez axial. Estes elementos são ligados a elementos especiais de \"ligação\" que foram desenvolvidos para modelar o comportamento de deslizamento entre um varão de reforço e o betão circundante. Estes elementos de ligação são posteriormente ligados por elementos MPC (multi-point constraint) à malha que representa o betão. Esta abordagem permite a criação de malhas independentes para a armadura e para o betão, enquanto a sua interligação é assegurada posteriormente.</p>\n<h4>Elementos de ligação</h4>\n<p>O comprimento de ancoragem é verificado através da implementação das tensões de corte de ligação entre os elementos de betão (3D) e os elementos do varão de reforço (1D) no modelo de elementos finitos. Para este efeito, foi desenvolvido o tipo de elemento finito \"ligação\".</p>\n<p>O elemento de ligação é definido como um elemento finito de casca ligado a elementos que representam a armadura pela primeira camada e pela segunda camada à malha de betão através de restrições multiponto (elementos MPC). É de notar que o elemento de ligação é sempre apresentado neste artigo com uma altura diferente de zero, que é, no entanto, definida como infinitesimal no modelo.</p>\n<p>O comportamento deste elemento é descrito pela tensão de ligação, <em><sub>τb</sub></em>, como uma função bilinear do deslizamento entre os nós superior e inferior, <em>δu</em>, ver (Fig. 11).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad (a) Ilustração concetual da deformação de um elemento de ligação; (b) função de deformação de corte}}}\\]</em></p>\n<p>O módulo de rigidez elástica da relação ligação-deslizamento, <em>Gb</em>, é definido da seguinte forma:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em><sub>kg</sub></em> coeficiente dependente da superfície do varão de reforço (por defeito, <em>kg</em> = 0,2)</p>\n<p><em><sub>Ec</sub></em> módulo de elasticidade do betão (tomado como <em>Ecm</em> no caso de EN)</p>\n<p>Ø o diâmetro do varão de reforço</p>\n<p>Os valores de cálculo (valores ponderados) da tensão última de corte da ligação, <em><sub>fbd</sub></em>, fornecidos nos respectivos códigos de cálculo selecionados EN 1992-1-1 ou ACI 318-19 são utilizados para verificar o comprimento da ancoragem. O endurecimento do ramo plástico é calculado por defeito como <em>Gb/105</em>.</p>\n<h4>Mola de ancoragem</h4>\n<p>O fornecimento de extremidades de ancoragem aos varões de reforço (i.e., curvas, ganchos, laços...), que cumprem as prescrições dos códigos de dimensionamento, permite a redução do comprimento de ancoragem básico dos varões<em>(lb</em><em><sub>,net</sub></em>) por um determinado fator β (referido como o \"coeficiente de ancoragem\" abaixo). O valor de projeto do comprimento de ancoragem<em>(lb</em>) é então calculado da seguinte forma:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad Modelo para a redução do comprimento de ancoragem: a) Força de ancoragem ao longo do comprimento de ancoragem de }}}\\] \\[ \\textsf{\\textit{\\footnotesize{a barra de reforço, b) lei constitutiva da força de ancoragem por deslizamento}}\\]</em></p>\n<p>A redução do comprimento de ancoragem é incluída no modelo de elementos finitos através de um elemento de mola na extremidade da barra (Fig. 12a), que é definido pelo modelo constitutivo apresentado na (Fig. 12b). A força máxima transmitida por esta mola<em>(</em><em><sub>Fau</sub></em>) é:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>onde :</p>\n<p><em>β</em> o coeficiente de ancoragem baseado no tipo de ancoragem</p>\n<p><em><sub>Como</sub></em> a secção transversal do varão de reforço</p>\n<p><em><sub>fyd</sub></em><em> </em>o valor de projeto (valor calculado) da tensão de cedência da armadura</p>"
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"value": "<h3>Placa de base</h3>\n<p>A placa de base é modelada como um elemento de casca linear. O material de aço utilizado para as placas de base é definido no separador Materiais. A única propriedade física é o módulo de elasticidade <em>E</em>.</p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad A definição do material da placa de base}}}\\]</em></p>\n<p>A placa de base pode ser carregada por uma carga pontual (Fx, Fy, Fz, Mx, My, Mz) e por um grupo de forças (Fx, Fy, Fz), utilizado principalmente para carregar modelos exportados do IDEA StatiCa Connection. Note que as cargas pontuais e os momentos pontuais carregam diretamente o nó correspondente da placa de base. Isto significa que não há redistribuição, apenas pela rigidez da placa de base.</p>\n<p>Esta implementação permite importar efeitos de carga da Ligação IDEA StatiCa que são aplicados à placa de base na localização dos elementos finitos de soldadura individuais com o valor e a direção determinados a partir da tensão geral desse elemento finito de soldadura. Para mais informações, consulte o capítulo correspondente deste documento.</p>\n<p>O contacto apenas por compressão friccional é definido entre a placa de base e o betão. Para a <strong>transferência de cisalhamento</strong>, o utilizador pode escolher entre três opções:</p>\n<ul>\n <li><strong>Por ancoragens</strong></li>\n <li><strong>Por fricção</strong></li>\n <li><strong>Por olhal de cisalhamento</strong></li>\n</ul>\n<p>O software não permite a combinação destes mecanismos de transferência de cisalhamento.</p>\n<p><strong>O</strong> coeficiente<strong>de atrito</strong> deve ser introduzido como um valor projetado (calculado). No caso de a força de corte resultante <em><sub>Fxy</sub></em><em> </em>exceder a força de pressão <em><sub>Fz</sub></em> vezes o coeficiente de atrito <em>μ</em>, o cálculo pára e nem todas as cargas se aplicam ao modelo. A condição é escrita da seguinte forma:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>Isto pode ser visto no exemplo seguinte, onde são considerados dois casos de carga.</p>\n<ul>\n <li>LC1 - Tipo permanente - <sub>Fz</sub> = 100 kN</li>\n <li>LC2 - Tipo variável - <sub>Fx</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad Entrada de carga para o exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>No primeiro passo de cálculo, toda a carga permanente é aplicada. Em seguida, a carga variável é aplicada gradualmente até atingir o valor da carga de pressão vezes o coeficiente de atrito.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad Resultados do exemplo que explica a transferência de corte por atrito}}}\\]</em></p>\n<p>O gráfico da Figura 16 define o comportamento do contacto de atrito entre a placa de base e o betão.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Gráfico força-deslocamento que descreve o comportamento do contacto por atrito}}\\]</em></p>\n<p>O valor de <em>Fzμ</em> difere para cada incremento do cálculo, enquanto o valor da deformação de corte máxima <em><sub>uxy</sub></em> é constante.</p>\n<p>Se a força normal de compressão <em><sub>Fz</sub></em> e a força de corte <em><sub>Fxy</sub></em> forem introduzidas num tipo de caso de carga (por exemplo, apenas permanente), e a condição de <em><sub>Fxy</sub></em><em> / (</em><em><sub>Fzμ</sub></em><em>) ≤ 1</em> não for cumprida<em>, </em>não será aplicada qualquer carga ao modelo porque a condição não é cumprida em nenhum incremento do cálculo.</p>\n<p><strong>O olhal de corte</strong> está ligado à malha de betão por restrições que permitem apenas a compressão e a transferência de tensões normais.</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Shear lug transferência do mecanismo de corte}}}\\]</em></p>\n<p>O lug de cisalhamento é modelado a partir de elementos de casca lineares, onde o módulo de elasticidade E define o material.</p>\n<p>Os resultados não são avaliados e apresentados para a placa de base, bem como para a barra de corte.</p>\n<h3>Ancoragens</h3>\n<p>Os elementos finitos que representam as ancoragens são modelados de forma a poderem transferir forças normais e de corte para o betão, tendo também em conta a rigidez à flexão das ancoragens. Para modelar o deslizamento entre a ancoragem e o betão circundante, são utilizados os mesmos elementos de ligação e MPC que para a armadura. A diferença é que, no caso das ancoragens adesivas, é possível especificar a resistência de projeto da ligação.</p>\n<p>As ancoragens podem ser interligadas com placas de base. Para esta interligação, é utilizada uma restrição totalmente não linear para ligar a extremidade da ancoragem a um nó da placa de base. Este elemento permite-nos controlar todos os graus de liberdade para garantir, por exemplo, que nenhuma pressão é transferida pelas ancoragens para a placa de base sem separação, ou que nenhum corte é transferido pela ancoragem ao modelar um olhal de corte, etc.</p>\n<p>As definições de<strong>interligação com a placa de base</strong> para ancoragens permitem ao utilizador controlar se a ancoragem será ligada à placa de base através das restrições mencionadas anteriormente e como.</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p>Na versão atual <strong>, apenas</strong> <strong>é suportado</strong> <strong>o contacto direto</strong> entre a placa de base e o betão <strong>.</strong></p>\n<p>A força de compressão não é transferida da placa de base para a ancoragem no caso de contacto direto. 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"value": "<p>É utilizado um algoritmo Newton-Raphson (NR) completo para encontrar a solução para um problema não linear do MEF.</p>\n<p>Geralmente, o algoritmo NR não converge com frequência quando a carga total é aplicada num único passo. Uma abordagem habitual, que também é utilizada neste caso, consiste em aplicar a carga sequencialmente em vários incrementos e utilizar o resultado do incremento de carga anterior para iniciar a solução de Newton do incremento seguinte. Para este efeito, foi implementado um algoritmo de controlo da carga sobre o Newton-Raphson. No caso de as iterações NR não convergirem, o incremento de carga atual é reduzido para metade do seu valor e as iterações NR são repetidas.</p>\n<p>Um segundo objetivo do algoritmo de controlo de carga é encontrar a carga crítica, que corresponde a determinados \"critérios de paragem\" - especificamente a deformação máxima no betão, o deslizamento máximo nos elementos de ligação, o deslocamento máximo nos elementos de ancoragem e a deformação máxima nos varões de reforço. A carga crítica é encontrada utilizando o método da bissecção. No caso de o critério de paragem ser excedido em qualquer parte do modelo, os resultados do último incremento de carga são descartados e é calculado um novo incremento com metade do tamanho do anterior. Este processo é repetido até que a carga crítica seja encontrada com uma certa tolerância de erro.</p>\n<p>Para o betão, o critério de paragem foi definido para uma deformação de 5% em compressão (ou seja, cerca de uma ordem de grandeza superior à deformação de rotura real do betão) e 7% em tração nos pontos de integração dos elementos de casca. Na tração, o valor foi definido para permitir que a deformação limite na armadura, que é normalmente de cerca de 5% sem ter em conta o reforço da tração, seja atingida primeiro. Na compressão, o valor foi escolhido de entre várias alternativas como sendo suficientemente grande para que os efeitos do esmagamento sejam visíveis nos resultados, mas suficientemente pequeno para não causar demasiados problemas de estabilidade numérica.</p>\n<figure data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1178a514-d8d2-4a37-a0f2-517809af1881/16.png\" data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 13\\qquad Constitutive law of bond and anchorage elements used for anchorage length verification: a) Bond shear stress}}\\] \\[ \\textsf{\\textit{\\footnotesize{resposta ao deslizamento do elemento de ligação, b) resposta força-deslocamento de um elemento de ancoragem}}}\\]</em></p>\n<p>Para o reforço, o critério de paragem é definido em termos de tensões. Uma vez que as tensões na fenda são modeladas, o critério em tensão corresponde à resistência à tração da armadura, tendo em conta o coeficiente de segurança. O mesmo valor é utilizado para o critério em compressão.</p>\n<p>O critério de paragem nos elementos de ligação e nas molas de ancoragem é <em><sub>α-δumax</sub></em>, em que <em><sub>δumax</sub></em> é o deslizamento máximo utilizado nas verificações de código e α = 10.</p>"
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"value": "<h3>Estado limite último</h3>\n<p>As diferentes verificações exigidas por códigos de projeto específicos são avaliadas com base nos resultados diretos fornecidos pelo modelo. As verificações do estado limite último são efectuadas para a resistência do betão, a resistência das armaduras e a ancoragem (tensões de corte da ligação).</p>\n<p>Para garantir que um elemento estrutural tem um dimensionamento eficiente, é altamente recomendável executar uma análise preliminar que tenha em conta os seguintes passos:</p>\n<ul>\n <li>Escolher uma seleção das combinações de cargas mais críticas.</li>\n <li>Calcular apenas as combinações de carga do estado limite último (ULS).</li>\n <li>Para acelerar o tempo de cálculo e resolver quaisquer problemas, considere a utilização de uma malha grosseira, aumentando o multiplicador do tamanho de malha predefinido na Configuração (Fig. 14). Se o modelo tiver um bom desempenho, reverta o multiplicador para um fator de 1.</li>\n</ul>\n<figure data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1633c630-1610-428f-9f76-d50d4d8ce8c2/18.png\" data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 14\\qquad Mesh multiplier}}}\\]</em></p>\n<p>Este modelo calcula muito rapidamente, permitindo aos projectistas rever a pormenorização do elemento estrutural de forma eficiente e executar novamente a análise até que todos os requisitos de verificação sejam cumpridos para as combinações de carga mais críticas. Uma vez cumpridos todos os requisitos de verificação desta análise preliminar, sugere-se a inclusão de todas as combinações de cargas últimas e a utilização de uma malha fina (a malha recomendada pelo programa). Os utilizadores podem alterar o tamanho da malha através do multiplicador, que pode atingir valores de 0,5 a 5 (Fig. 14).</p>\n<p>Os resultados básicos e as verificações (tensão, deformação e utilização (i.e., o valor calculado/valor limite do código), bem como a direção das tensões principais no caso de elementos de betão) são apresentados através de diferentes gráficos onde a compressão é geralmente apresentada a vermelho e a tensão a azul. Os valores globais mínimos e máximos para toda a estrutura podem ser realçados, assim como os valores mínimos e máximos para cada parte definida pelo utilizador. Num separador separado do programa, podem ser apresentados resultados avançados tais como valores tensoriais, deformações da estrutura e relações de armadura (efectivas e geométricas) utilizadas para calcular o reforço de tração dos varões de reforço. Além disso, podem ser apresentadas cargas e reacções para combinações ou casos de carga selecionados.</p>"
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"value": "<h3>Betão - ULS</h3>\n<p>O modelo de betão implementado no 3D CSFM baseia-se nas leis constitutivas de compressão uniaxial prescritas pela EN 1992-1-1 para o dimensionamento de secções transversais, que apenas dependem da resistência à compressão. O diagrama parábola-retângulo especificado na norma EN 1992-1-1 Cl. 3.1.7 (1) (Fig. 15a) é utilizado por defeito no CSFM 3D, mas os projectistas podem também escolher uma relação elástica ideal plástica mais simplificada de acordo com a norma EN 1992-1-1 Cl. 3.1.7 (2) (Fig. 15b). A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 15\\qquad Os diagramas tensão-deformação do betão para ULS: a) diagrama parábola-retângulo; b) diagrama bilinear}}}\\]</em></p>\n<p>A implementação do CSFM 3D no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão em compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εcu2</sub> (<sub>εcu3</sub>) num valor de 5% enquanto a EN 1992-1-1 assume uma deformação última inferior a 0,35%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a sua capacidade última <em><sub>fcd</sub></em> de acordo com a EN 1992-1-1 3.1.3 é corretamente prevista quando o aumento da fragilidade do betão à medida que a sua resistência aumenta é considerado através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f_{cd}={\\alpha_{cc}} \\cdot \\frac{f_{ck,red}}{γ_c} = {\\alpha_{cc}} \\cdot \\frac{\\eta _{fc} \\cdot f_{ck}}{γ_c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f_{ck}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>onde:</p>\n<p><em><sub>αcc</sub></em> é o coeficiente que tem em conta os efeitos a longo prazo na resistência à compressão e os efeitos desfavoráveis resultantes da forma como a carga é aplicada. Está de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (1). O valor por defeito é 1,0.</p>\n<p><em><sub>fck</sub></em> é a resistência caraterística do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Por defeito, é considerado o diagrama tensão-deformação bilinear idealizado para os varões de reforço nus definido na EN 1992-1-1, secção 3.2.7 (Fig. 16). A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas durante a fase de projeto (classe de resistência e ductilidade). Sempre que conhecida, pode ser considerada a relação tensão-deformação efectiva da armadura (laminada a quente, trabalhada a frio, temperada e autotemperada, ...). O diagrama tensão-deformação da armadura pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de enrijecimento por tração (é impossível calcular a largura da fenda). A utilização do diagrama tensão-deformação com um ramo superior horizontal não permite a verificação da durabilidade estrutural. Por isso, é necessária a verificação manual dos requisitos de ductilidade padrão.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16 \\qquad Diagrama tensão-deformação da armadura: a) diagrama bilinear com um ramo superior inclinado; b) diagrama bilinear}}\\] \\[ \\textsf{\\textit{\\footnotesize{com um ramo superior horizontal.}}}\\]</em></p>\n<p>O reforço de tração (Fig. 17) é contabilizado automaticamente através da modificação da relação tensão-deformação de entrada do varão de armadura simples de forma a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p>O Método do Campo de Tensões Compatível está em conformidade com as normas de projeto modernas. Uma vez que os modelos de cálculo utilizam apenas propriedades de material padrão, o formato do fator de segurança parcial prescrito nas normas de dimensionamento pode ser aplicado sem qualquer adaptação. Desta forma, as cargas de entrada são factorizadas e as propriedades caraterísticas do material são reduzidas utilizando os respectivos coeficientes de segurança prescritos nas normas de dimensionamento, exatamente como na análise convencional do betão. Os valores dos coeficientes de segurança dos materiais prescritos na EN 1992-1-1 cap. 2.4.2.4 são definidos por defeito, mas o utilizador pode alterar os coeficientes de segurança nas definições de Código e cálculo (Fig. 18).</p>\n<figure data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4cadae4a-9a8a-4f9b-935c-51395116ed4e/Material%20factors.png\" data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad A configuração dos coeficientes de segurança dos materiais no Idea StatiCa Detail.}}}\\]</em></p>\n<p>Os coeficientes de segurança das cargas têm de ser definidos pelo utilizador em Regras de combinação para cada combinação não linear de casos de carga (Fig. 19). Para todos os modelos implementados no <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, os coeficientes de segurança parciais já estão predefinidos.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad A definição dos factores parciais de carga em Idea StatiCa Detail.}}}\\]</em></p>\n<p>Utilizando combinações adequadas de coeficientes de segurança parciais definidas pelo utilizador, os utilizadores também podem calcular com o CSFM 3D utilizando o método do coeficiente de resistência global (Navrátil, et al. 2017), mas esta abordagem quase nunca é utilizada na prática de dimensionamento. Algumas orientações recomendam a utilização do método do fator de resistência global para análises não lineares. No entanto, em análises não lineares simplificadas (como o 3D CSFM), que apenas requerem as propriedades do material que são utilizadas em cálculos manuais convencionais, é ainda mais desejável utilizar o formato de segurança parcial.</p>"
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"value": "<p>As diferentes verificações exigidas pela norma EN 1992-1-1 são avaliadas com base nos resultados diretos fornecidos pelo modelo. As verificações ULS são efectuadas para a resistência do betão, a resistência das armaduras e a ancoragem (tensões de corte da ligação).</p>\n<p>A <strong>resistência do betão</strong> à compressão é avaliada como o rácio entre a tensão principal equivalente máxima σc<em><sub>,eq </sub></em>obtida da análise de EF e o valor limite σc<em><sub>,lim</sub></em> = <em><sub>fcd</sub></em>.</p>\n<p><strong>A tensão principal equivalente expressa a tensão uni-axial equivalente para um estado de tensão tri-axial geral.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>O valor σc<em><sub>,eq</sub></em> pode, portanto, ser diretamente comparado com os limites de resistência uniaxial de acordo com 1992-1-1 Cl. 3.1.7 (1).</p>\n<p>Esta expressão é derivada da implementação da teoria da plasticidade de Mohr-Coulomb, assumindo conservadoramente o ângulo de atrito interno φ <em>= 0°.</em></p>\n<p>A <strong>resistência da armadura</strong> é avaliada tanto em tração como em compressão como a relação entre a tensão na armadura nas fissuras <em><sub>σsr</sub></em> e o valor limite especificado σs<em><sub>,lim</sub></em>:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{para diagrama bilinear com ramo superior inclinado}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\,\\textsf{\\small{para diagrama bilinear com ramo superior horizontal}}\\)</p>\n<p>em que:</p>\n<p><em><sub>fyk</sub></em> é a tensão de cedência da armadura de acordo com a norma EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em> é o rácio entre a resistência à tração<em><sub>ftk</sub></em> e a tensão de cedência,<br>\\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γs</em><sub> é </sub>o fator de segurança parcial para o reforço.</p>\n<p>A <strong>tensão de corte da ligação</strong> é avaliada independentemente como o rácio entre a tensão da ligação <em><sub>τb</sub></em> calculada pela análise de EF e a resistência final da ligação <em><sub>fbd</sub></em><sub>,</sub> de acordo com a norma EN 1992-1-1 cap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2,25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>em que:</p>\n<p><em><sub>fctd</sub></em><sub> </sub>é o valor de projeto da resistência à tração do betão de acordo com a norma EN 1992-1-1 Cl. 3.1.6 (2). Devido à fragilidade crescente do betão de resistência mais elevada, <em>fctk</em><em><sub>,0.05</sub></em><sub> </sub>é limitado ao valor para C60/75 de acordo com a norma EN 1992-1-1 Cl. 8.4.2 (2)</p>\n<p><sub>η1</sub> é um coeficiente relacionado com a qualidade da condição de ligação e a posição da barra durante a betonagem (Fig. 31).</p>\n<p><sub>η1</sub> = 1,0 quando se obtêm \"boas\" condições e</p>\n<p><sub>η1</sub> = 0,7 para todos os outros casos e para barras em elementos estruturais construídos com formas deslizantes, a menos que se possa demonstrar que existem \"boas\" condições de ligação</p>\n<p><sub>η2</sub> está relacionado com o diâmetro da barra:</p>\n<p><sub>η2</sub> = 1,0 para Ø ≤ 32 mm</p>\n<p><sub>η2</sub> = (132 - Ø)/100 para Ø > 32 mm</p>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad EN 1992-1-1 Figura 8.2 - Descrição das condições de ligação.}}}\\]</em></p>\n<p>No IDEA StatiCa Detail, as condições de ligação são tidas em conta de acordo com a Fig. 20 c) e d). A direção da betonagem pode ser definida na aplicação para cada item do projeto da seguinte forma:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Direção de betonagem}}}\\]</em></p>\n<p>Estas verificações são efectuadas em relação aos valores-limite apropriados para as respectivas partes da estrutura (isto é, apesar de haver uma única classe para o betão e para o material de reforço, os diagramas finais de tensão-deformação serão diferentes em cada parte da estrutura devido aos efeitos de enrijecimento por tração e amolecimento por compressão).</p>\n<p><strong>Força total </strong><strong><em><sub>Ftot</sub></em></strong><strong> e força limite </strong><strong><em><sub>Flim</sub></em></strong></p>\n<p>A força total <strong><em><sub>Ftot</sub></em></strong> é o resultado da análise de elementos finitos e pode ser definida de duas formas.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>onde<em><sub>As</sub></em> é a área da barra de reforço e <em><sub>σs</sub></em> é a tensão na barra.</p>\n<p>Ou como uma soma da força de ancoragem<em><sub>Fa e </sub></em>da força de ligação <em><sub>Fbond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>em que<em><sub>Fa</sub></em> é a força real na mola de ancoragem e <em><sub>Fbond</sub></em> é a força de ligação que pode ser obtida através da integração da tensão de ligação <em><sub>τb</sub></em> ao longo do comprimento da barra de reforço <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p><sub>Cs</sub> é a circunferência do varão de reforço.</p>\n<p>A força limite<strong><em><sub>Flim</sub></em></strong> é a força máxima no elemento do varão considerando a <strong>resistência última</strong> do varão e também <strong>as condições de ancoragem </strong>(ligação entre o betão e a armadura e ganchos de ancoragem, laços, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>em que <sub>Cs</sub> é a circunferência da barra de reforço e <em>l</em> é o comprimento desde o início da barra de reforço até ao ponto de interesse.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Definição da força limite Flim}}\\]</em></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>em que<em><sub>Flim,add</sub></em> é a força adicional calculada a partir da magnitude do ângulo entre elementos vizinhos.<em><sub>Flim,2</sub></em> deve ser sempre inferior a<em><sub>Fu</sub></em>.</p>\n<p>Os <strong>tipos de ancoragem</strong> disponíveis no CSFM 3D incluem uma barra reta (i.e., sem redução da extremidade da ancoragem), curva, gancho, laço, barra transversal soldada, ligação perfeita e barra contínua. Todos estes tipos, juntamente com os respectivos coeficientes de ancoragem β, são apresentados na Fig. 23 para a armadura longitudinal e na Fig. 24 para os estribos. Os valores dos coeficientes de ancoragem adoptados estão de acordo com a norma EN 1992-1-1, secção 8.4.4 Tab. 8.2. É de notar que, apesar das diferentes opções disponíveis, o CSFM 3D distingue três tipos de extremidades de ancoragem: (i) nenhuma redução no comprimento da ancoragem, (ii) uma redução de 30% do comprimento da ancoragem no caso de uma ancoragem normalizada, e (iii) ligação perfeita.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Tipos de ancoragem disponíveis e respetivos coeficientes de ancoragem para varões de reforço longitudinal no CSFM 3D:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) varão reto; (b) dobra; (c) gancho; (d) laço; (e) varão transversal soldado; (f) ligação perfeita; (g) varão contínuo.}}}\\]</em></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Tipos de ancoragem disponíveis e respectivos coeficientes de ancoragem para estribos.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Estribos fechados: (a) gancho; (b) dobra; (c) sobreposição. Estribos abertos: (d) gancho; (e) barra contínua.}}}\\]</em></p>\n<p>Para cumprir a norma EN 1992-1-1, a mola de ancoragem deve ser utilizada no cálculo, a mola de ancoragem é modificada pelo coeficiente β, pelo que o utilizador deve utilizar um dos tipos de ancoragem disponíveis ao definir as condições de início e fim da armadura.</p>"
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"value": "<h3>Betão - Resistência</h3>\n<p>O modelo de betão implementado para o cálculo da resistência no CSFM baseia-se na curva tensão-deformação parabólica-plástica para o betão baseada na curva tensão-deformação parabólica da Portland CementAssociation descrita nas Notas da PCA sobre os requisitos do código de construção ACI 318-99 para betão estrutural, Figura 6-8. A resistência à tração é negligenciada, tal como acontece no projeto clássico de betão armado.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dade5431-c749-41c4-a9be-e4e5ebb96462/SS%20diagrams%20conc%20-%20ACI.png\" data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 38\\qquad O diagrama tensão-deformação do betão para análise de resistência}}}\\]</em></p>\n<p>A implementação do CSFM no <em>IDEA StatiCa Detail</em> não considera um critério de rotura explícito em termos de deformações para o betão à compressão (ou seja, após a tensão de pico ser atingida, considera um ramo plástico com <sub>εc0</sub> no valor máximo de 5%, enquanto o ACI 318-19 Cl. 22.2.2.1 assume uma deformação final inferior a 0,3%). Esta simplificação não permite verificar a capacidade de deformação das estruturas que falham à compressão. No entanto, a resistência é corretamente prevista quando se considera o aumento da fragilidade do betão à medida que a sua resistência aumenta, através do fator de redução \\ <em>(\\eta_{fc}\\)</em> definido no <em>fib</em> Model Code 2010 da seguinte forma:</p>\n<p>\\[f'_{c,lim}=\\alpha_{1}\\cdot\\phi_{c}\\cdot \\eta _{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{{30}}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>em que:</p>\n<p><sub>α1</sub> é o fator de redução da resistência à compressão do betão definido no ACI 318-19 Cl. 22.2.2.4.1. Quando se utiliza um diagrama tensão-deformação parábola-retângulo, é necessário reduzir a tensão de compressão máxima por este fator. Isto faz com que a distribuição de tensões na zona de compressão seja a média, de modo a que a resistência à compressão resultante seja menor ou igual à resistência à compressão calculada utilizando um diagrama tensão-deformação com um ramo plástico decrescente<em>.</em></p>\n<p><em>Φc</em><em><sub>é </sub></em>o fator de redução da resistência do betão. O valor por defeito é definido de acordo com a Tabela 24.2.1 (b)(f) do ACI 318-19.</p>\n<p><em>f'</em><em><sub>c</sub></em> é a resistência do cilindro de betão (em MPa para a definição de \\ <em>( \\eta_{fc} \\)</em>).</p>\n<h3>Reforço</h3>\n<p>Considera-se um diagrama tensão-deformação perfeitamente elasto-plástico com um ponto de cedência definido para a armadura sem pré-esforço. Ver ACI 319-19 CL. 20.2.1. A definição deste diagrama requer apenas que as propriedades básicas da armadura sejam conhecidas - resistência e módulo de elasticidade.</p>\n<p>O diagrama tensão-deformação da armadura também pode ser definido pelo utilizador, mas, neste caso, é impossível assumir o efeito de rigidez à tração.</p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/77dadff9-85d4-402e-94e5-a3725f908933/Steel%20stress-strain%20diagram%20CSFM%20-%20ACI.png\" data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 42 \\qquad Diagrama tensão-deformação do reforço}}}\\]</em></p>\n<p>onde:</p>\n<p><em>Φs</em><em><sub>é </sub></em>o fator de redução de resistência para o reforço. Onde o valor predefinido é definido de acordo com a Tabela 24.2.1 do ACI 318-19.</p>\n<p><em><sub>fy</sub></em> é a tensão de cedência da armadura</p>\n<p><em><sub>Es</sub></em> módulo de elasticidade da armadura</p>\n<p>10% é selecionado como a deformação limite na qual o cálculo é interrompido. Este valor é considerado seguro com base no artigo 7 da norma ASTM A955/A955M-20c.</p>\n<p>A rigidez à tração (Fig. 43) é contabilizada automaticamente através da modificação da relação tensão-deformação de entrada do varão de reforço nu, de modo a captar a rigidez média dos varões embebidos no betão (<em><sub>εm</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c045fcb6-32c6-4a92-aa15-24530fb11484/Tension%20stiffening%20CSFM%20-%20ACI.png\" data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 43\\qquad Esquema de reforço de tensão.}}}\\]</em></p>"
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"value": "<p><br></p>\n<p>The theoretical background is based on COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>\n(Kaufmann et al., 2020)</p>\n<h1>Structural design of concrete discontinuities in IDEA StatiCa Detail</h1>\n<h2>Introduction to the CSFM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of concrete details</a><br>\n<a href=\"#main-assumptions-and-limitations\">Main assumptions and limitations</a><br>\n<a href=\"#design-tools-for-reinforcement\">Design tools for reinforcement</a></p>\n<h2>Analysis model of IDEA StatiCa Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introduction to finite element implementation</a><br>\n<a href=\"#supports-and-load-transmitting-components\">Supports and load transmitting components</a><br>\n<a href=\"#load-transfer-at-trimmed-ends-of-beams\">Load transfer at trimmed ends of beams</a><br>\n<a href=\"#geometric-modification-of-cross-sections\">Geometric modification of cross-sections</a><br>\n<a href=\"#finite-element-types\">Finite element types</a><br>\n<a href=\"#meshing\">Meshing</a><br>\n<a href=\"#solution-method-and-load-control-algorithm\">Solution method and load-control algorithm</a><br>\n<a href=\"#presentation-of-results\">Presentation of results</a></p>\n<h2>Model verification</h2>\n<p><a href=\"#limit-states-and-crack-width-calculation\">Limit states, crack width calculation, and Tension stiffening</a></p>\n<h3>Structural verifications according to EUROCODE</h3>\n<p>- <a href=\"#material-models-en\">Material models (EN)</a><br>\n- <a href=\"#safety-factors\">Safety factors</a><br>\n- <a href=\"#ultimate-limit-state-analysis\">Ultimate limit state analysis</a><br>\n- <a href=\"#partially-loaded-areas\">Partially loaded areas (PLA)<br>\n</a>- <a href=\"#serviceability-limit-state-analysis\">Serviceability limit state analysis</a></p>\n<h3>Structural verifications according to ACI 318-19</h3>\n<p>- <a href=\"#material-models-aci\">Material models (ACI)</a><br>\n- <a href=\"#strength-reduction-and-load-factors\">Strength reduction and load factors</a><br>\n- <a href=\"#strength-verifications\">Strength verifications</a><br>\n- <a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\">Bearing and anchorage zones - Partially loaded areas<br>\n</a>- <a href=\"#serviceability-verifications\">Serviceability verifications</a></p>\n<h3>Structural verifications according to AS 3600</h3>\n<p>- <a href=\"#material-models-aus\">Material models (AUS)</a><br>\n- <a href=\"#stress-reduction-and-load-factors\">Stress reduction and load factors</a><br>\n- <a href=\"#strength-and-anchorage-verifications\">Strength and anchorage verifications</a><a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\"><br>\n</a>- <a href=\"#serviceability-checks\">Serviceability checks</a></p>\n<p><br></p>\n<p><a href=\"#prestressing-in-detail-model-description\">Prestressing in Detail - Model description</a></p>\n<p><br></p>\n<h1>Introduction to the CSFM method</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e49a18d3_27e8_019b_eba3_65063bb594c2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c86c543f_3b21_01e3_bff1_67d7962ff523\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n57a4812b_a0a0_01a0_4c2c_553304acad7e\"></object>\n<h1><br></h1>\n<h1>Analysis model of IDEA StatiCa Detail</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n74d0024f_d938_019c_aad5_614c9ce53be1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general___finite_e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bc913c01_15a1_016c_f226_e7b1efa4cf0c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n359667de_5a59_0171_aa77_53fc1ab66f13\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n89b859bf_4dd6_01d3_b6ed_5ed3d99108a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2d8eb39_c569_01f4_ab99_1cc2eb12eca0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___finite_element_typ\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43735c90_43fa_0140_a813_ef8d1d1ec26e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e5110320_3e70_0182_6411_9a32a51ca04d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eba0afe_d078_0158_e878_829fb7dea3c2\"></object>\n<h1><br></h1>\n<h1>Model verification</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b2330c4f_9095_0147_d88d_740d54fa1cd5\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Eurocode</h1>\n<p>Assessment of the structure using 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.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fd27e424_850f_0161_9ca1_1628abf23729\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n42b5158b_2e6e_01fc_2be7_c94511681d26\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d26ec589_f86b_016e_b63d_81a26568bcef\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n474a1f83_1818_0143_4a62_5e6efabf1e75\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eab8217_160a_011a_5401_26ccf6d9d2b1\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to ACI 318-19</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>CSFM is in accordance with ACI 318-19, chapter 6.8.1.1. In order for the CSFM to meet the requirements from ACI 318-19 Section 6.8.1.2, a lot of verification testing was done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d2255550_3131_0169_9696_ef5264f6bc37\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n43a7cf88_b42e_01b1_e683_394a5601b9fc\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n409e2543_c691_0120_9d2b_4ef7d4601f79\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0660c3e2_725d_01a9_0ca9_9e0ead044d0f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c6e3c1b1_9373_0150_502e_af77397ecd6e\"></object>\n<h1><br></h1>\n<h1>Structural verifications according to Australian standard AS 3600 (2018)</h1>\n<p>Assessment of the structure using the CSFM is performed by two different analyses: one for serviceability, and one for strength load combinations. The serviceability analysis assumes that the behavior under factored loads 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.</p>\n<p>The CSFM is a structural analysis method that satisfies the general rules in Chapters 6.1.1 and 6.1.2 and is defined as (f) non-linear stress analysis in Chapter 6.1.3 - further in Chapter 6.6. </p>\n<p>The analysis by CSFM takes into account all relevant non-linear and inelastic effects (except shrinkage) defined in 6.6.3. </p>\n<p>In order to satisfy the requirements in Sections 6.6.4 and 6.6.5 - more can be found in AS3600:2018 Sup 1:2022 Section C6.6 - verification and validations of the method were done at various universities. Individual articles summarizing the results of verification and validation can be found at the following link.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Verifications: Detail 2D</a></li>\n</ul>\n<p>Since IDEA StatiCa Detail is a practical design program, factored characteristic compressive cylinder strength at 28 days <em>f'</em><em><sub>c</sub></em> is used for calculations, as is described in the next chapter.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d025294b_107f_0192_e99e_db636ef9d8c3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9a945260_0590_01e7_9874_b9955afa56c4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f676ef5_04ff_012d_0f70_87de68bd0052\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ef1c1682_e40a_0171_bc00_2d379ffe2d41\"></object>\n<h1><br></h1>\n<h1>Prestressing - model description</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fb927016_9a3d_01e5_5ae8_4a2f55fd08cd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2ebd4911_d551_0184_1cae_5d39c32e0037\"></object>\n<h1><br></h1>\n<h1>References</h1>\n<p>ACI Committee 318. 2019. <em>Building Code Requirements for Structural Concrete (ACI 318-19) and Commentary</em>. Farmington Hills, MI: American Concrete Institute.</p>\n<p><br></p>\n<p>Alvarez, Manuel. 1998. <em>Einfluss des Verbundverhaltens auf das Verformungsvermögen von Stahlbeton</em>. IBK Bericht 236. Basel: Institut für Baustatik und Konstruktion, ETH Zurich, Birkhäuser Verlag.</p>\n<p><br></p>\n<p>Beeby, A. W. 1979. “The Prediction of Crack Widths in Hardened Concrete.” <em>The Structural Engineer</em> 57A (1): 9–17.</p>\n<p><br></p>\n<p>Broms, Bengt B. 1965. “Crack Width and Crack Spacing In Reinforced Concrete Members.” <em>ACI Journal Proceedings</em> 62 (10): 1237–56. https://doi.org/10.14359/7742.</p>\n<p><br></p>\n<p>Burns, C.. 2012. “Serviceability Analysis of Reinforced Concrete Members Based on the Tension Chord Model.” IBK Report Nr. 342, Zurich, Switzerland: ETH Zurich.</p>\n<p><br></p>\n<p>Crisfield, M. A. 1997. <em>Non-Linear Finite Element Analysis of Solids and Structures</em>. Wiley.</p>\n<p><br></p>\n<p>European Committee for Standardization (CEN). 2015. <em>1 Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings</em>. Brussels: CEN, 2005.</p>\n<p><br></p>\n<p>Fernández Ruiz, M., and A. Muttoni. 2007. “On Development of Suitable Stress Fields for Structural Concrete.” <em>ACI Structural Journal</em> 104 (4): 495–502.</p>\n<p><br></p>\n<p>Kaufmann, W., J. Mata-Falcón, M. Weber, T. Galkovski, D. Thong Tran, J. Kabelac, M. Konecny, J. Navratil, M. Cihal, and P. Komarkova. 2020. “<em>Compatible Stress Field Design Of Structural Concrete</em>. Berlin, Germany.”AZ Druck und Datentechnik GmbH, ISBN 978-3-906916-95-8.</p>\n<p><br></p>\n<p>Kaufmann, W., and P. Marti. 1998. “Structural Concrete: Cracked Membrane Model.” <em>Journal of Structural Engineering</em> 124 (12): 1467–75. https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467).</p>\n<p><br></p>\n<p>Kaufmann, W.. 1998. “Strength and Deformations of Structural Concrete Subjected to In-Plane Shear and Normal Forces.” Doctoral dissertation, Basel: Institut für Baustatik und Konstruktion, ETH Zürich. https://doi.org/10.1007/978-3-0348-7612-4.</p>\n<p><br></p>\n<p>Konečný, M., J. Kabeláč, and J. Navrátil. 2017. <em>Use of Topology Optimization in Concrete Reinforcement Design</em>. 24. Czech Concrete Days (2017). ČBS ČSSI. https://resources.ideastatica.com/Content/06_Detail/Verification/Articles/Topology_optimization_US.pdf.</p>\n<p><br></p>\n<p>Marti, P. 1985. “Truss Models in Detailing.” <em>Concrete International</em> 7 (12): 66–73.</p>\n<p><br></p>\n<p>Marti, P. 2013. <em>Theory of Structures: Fundamentals, Framed Structures, Plates and Shells</em>. First edition. Berlin, Germany: Wiley Ernst & Sohn.</p>\n<p>http://sfx.ethz.ch/sfx_locater?sid=ALEPH:EBI01&genre=book&isbn=9783433029916.</p>\n<p><br></p>\n<p>Marti, P., M.Alvarez, W. Kaufmann, and V. Sigrist. 1998. “Tension Chord Model for Structural Concrete.” <em>Structural Engineering International</em> 8 (4): 287–298.</p>\n<p>https://doi.org/10.2749/101686698780488875.</p>\n<p><br></p>\n<p>Mata-Falcón, J. 2015. “Serviceability and Ultimate Behaviour of Dapped-End Beams (In Spanish: Estudio Del Comportamiento En Servicio y Rotura de Los Apoyos a Media Madera).” PhD thesis, Valencia: Universitat Politècnica de València.</p>\n<p><br></p>\n<p>Meier, H. 1983. “Berücksichtigung Des Wirklichkeitsnahen Werkstoffverhaltens Beim Standsicherheitsnachweis Turmartiger Stahlbetonbauwerke.” Institut für Massivbau, Universität Stuttgart.</p>\n<p><br></p>\n<p>Navrátil, J., P. Ševčík, L. Michalčík, P. Foltyn, and J. Kabeláč. 2017. <em>A Solution for Walls and Details of Concrete Structures</em>. 24. Czech Concrete Days.</p>\n<p><br></p>\n<p>Schlaich, J., K. Schäfer, and M. Jennewein. 1987a. “Toward a Consistent Design of Structural Concrete.” <em>PCI Journal</em> 32 (3): 74–150.</p>\n<p><br></p>\n<p>Standards Australia. 2018. <em>Concrete Structures (AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Standards Australia. 2022. <em>Concrete Structures – Commentary (Supplement 1 to AS 3600:2018)</em>. Sydney, NSW: Standards Australia.</p>\n<p><br></p>\n<p>Vecchio, F.J., and M.P. Collins. 1986. “The Modified Compression Field Theory for Reinforced Concrete Elements Subjected to Shear.” <em>ACI Journal</em> 83 (2): 219–31.</p>"
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"value": "<h1>Dimensionamento estrutural de descontinuidades 3D de betão no IDEA StatiCa Detail</h1>\n<h2>Introdução ao método 3D CSFM</h2>\n<p><a href=\"#general-introduction\">Introdução geral para o dimensionamento estrutural de detalhes 3D de betão</a><br><a href=\"#main-assumptions-and-limitations\">Principais hipóteses e limitações</a><br><a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Implementação da teoria da plasticidade de Mohr-Coulomb no CSFM</a><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">3D</a><br><a href=\"#general-mechanics-assumptions-for-3D-CSFM\">Hipóteses de mecânica geral para o CSFM 3D</a></p>\n<h2>Modelo de análise do IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Introdução à implementação de elementos finitos</a><br><a href=\"#finite-element-types\">Tipos de elementos finitos</a><br><a href=\"#load-transfer-devices\">Dispositivos de transferência de carga</a><br><a 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href=\"#strength-reduction-and-load-factors\">Redução da resistência e factores de carga</a><br>- Verificações <a href=\"#strength-verifications\">de resistência</a></p>\n<h1>Introdução ao método CSFM 3D</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3c784fa4_ef4d_014c_5c9c_35ca3a9fe9b3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___general_introdu\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17aca1ee_f85b_01d8_591a_961a87f02078\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_3d_detail___main_assumption\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cc15fa6a_aebf_0193_d90b_2315f5865e6e\"></object>\n<object 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data-codename=\"theoretical_background_3d_detail___ultimate_limit_\"></object>\n<h1>Verificações estruturais de acordo com ACI 318-19</h1>\n<p>O CSFM 3D está em conformidade com o ACI 318-19, capítulo 6.8.1.1. Para que o CSFM 3D cumpra os requisitos da secção 6.8.1.2 do ACI 318-19, foram efectuados muitos testes de verificação em várias universidades. Os artigos individuais que resumem os resultados da verificação e validação podem ser encontrados na seguinte hiperligação.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Detalhe 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n06603a22_b57b_0147_d32e_b4f9436486e2\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e1e58559_cf50_01ba_d632_23b450d07cde\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4967f7b6_e74f_01b2_6b52_452dccbaa54f\"></object>\n<h2>Verificações e validações</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Verificações: Pormenor 3D</a></li>\n</ul>\n<h3>Referências</h3>\n<ol>\n <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determinação dos parâmetros de Mohr-Coulomb a partir de critérios de resistência não lineares para taludes 3D. <em>Math. Probl. Eng.</em> <strong>2019</strong>, 6927654.</li>\n <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determinação dos parâmetros de material de Mohr-Coulomb para concreto sob teste de tração indireta. <em>Tech. Gaz.</em> <strong>2019</strong>, <em>26</em>, 412-419.</li>\n <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modelo de material Mohr-Coulomb-Rankine modificado para concreto. <em>eng. Comput.</em> <strong>2011</strong>, <em>28</em>, 853-887.</li>\n <li>Fan, Q.; Gu, SC; Wang, BN; Huang, RB Critério de Força Parabólica de Mohr de Dois Parâmetros Aplicado para Analisar os Resultados do Teste Brasileiro. <em>Aplicar. Mech. Mater.</em> <strong>2014</strong>, <em>624</em>, 630-634.</li>\n</ol>"
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"value": "<h3>Introduction</h3>\n<p>At the beginning of this text let us define what the application is for. In the current version, we developed tools and verified the solution only for <strong>anchoring steel structures in simple reinforced concrete blocks</strong>. </p>\n<p>The following text is divided into two parts: limitations of the application and method itself, and limitations of the import from IDEA StatiCa Connection.</p>\n<h3>Limitations of the application</h3>\n<h4>Reinforced concrete</h4>\n<p>The <strong>3D CSFM is not designed for plain concrete or lightly reinforced concrete</strong>. In this case, the result of the calculation can lead to misleading results or divergence of the non-linear calculation. </p>\n<p>You can read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>The main reason why <strong>only reinforced concrete</strong> elements need to be modeled in the application is that the tensile strength of concrete is negligible. All tensile stress must therefore be transferred by reinforcement.</p>\n<p>The second reason is: In IDEA StatiCa Detail 3D, fracture mechanics is not used. The model does not simulate explicit crack propagation, nor does it employ fracture-mechanics parameters of concrete (G_f, K_IC, shape of the fracture surface). Concrete is modeled as a ductile material with a horizontal plastic branch in compression – once the limiting compressive stress is reached, the stress remains constant, and only the strains continue to increase up to a prescribed limit. As a consequence, Detail 3D can capture plastic redistribution of stresses and strains in D-regions, but it does not explicitly model brittle failure mechanisms governed by fracture mechanics (e.g., pure shear failure of plain concrete, unstable propagation of a single dominant crack, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8423cd38-726f-4cf5-a0c4-ae7b5dbf1725/Reinforced%20concrete_v3.png\" data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\" alt=\"\"></figure>\n<p>To wrap it up, your models shall comply with the definition of reinforced concrete as presented in international standards. <strong>Follow the detailing rules and obtain correct results</strong>.</p>\n<h4>Ultimate Limit State</h4>\n<p>All the calculations and code checks are implemented for <strong>ULS only</strong>. The definition of materials and the way of calculation itself must be different for SLS. You can see this difference in the Detail 2D. </p>\n<h4>Compression softening</h4>\n<p>At first, let's define what compression softening is:<strong> Concrete in compression loses strength and stiffness when it is simultaneously heavily cracked in tension, i.e. when large transverse tensile strains are present.</strong></p>\n<p>In cases where the resistance is governed by a compression strut (compression diagonal) running through heavily cracked concrete, Detail 3D tends to overestimate the capacity (i.e., to be slightly non-conservative) if the result is interpreted directly as the actual ultimate capacity.</p>\n<p>For these reasons, the 3D module is suitable to use only for verifying the strength of anchoring in simple reinforced concrete blocks. </p>\n<p>Although it is possible to model, for example, a pile cap using supports on a small area, the verification is not reliable because the softening effect becomes significant, particularly in punching-related problems. The same situation may occur in the case of a thin slab with a column placed on it, and in other similar cases.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1a13eda-0ba7-4d6f-a7c0-4effe0eb0d97/boolein_07.png\" data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" alt=\"\"></figure>\n<p>For these situations, it is necessary to implement concrete softening, which is currently available only in the 2D module. <strong>Therefore, the 3D module can be used only for checking failures where this effect has no influence.</strong></p>\n<h4>Anchor check</h4>\n<p>The element of the anchor is defined as being able to transfer normal tensile or compression forces as well as shear forces also considering the bending stiffness as described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. </p>\n<p>We support code-based checks according to the relevant standards (<strong>EN only</strong>), therefore IDEA StatiCa Detail can be used indepently for anchor assessment (anchors, reinforcement, concrete). </p>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<p>For verifying other joint components (welds, plates, etc.), you need to use IDEA StatiCa Connection, where you can also perform the full anchor check for plain concrete. The anchorage in Connection —together with the applied forces—can be exported in Detail for additional design of reinforcement.</p>\n<p><strong>For ACI and Australina code</strong> the code-checks of anchors in shear and in shear and tension<strong> are not implemented </strong>yet, therefore it is always necessary to use both aplication for comprehensive code-checks of anchors.</p>\n<h4>Overturning</h4>\n<p>If the load input causes overturning of the model, the model will calculate until the divergence or reaching of a criterion. This usually takes a long time and you receive the following result:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>The percentage of the transferred load is displayed. Moreover, in Auxiliary results extreme deformation is shown.</p>\n<p>Workaround: It is recommended to calculate any model first with the Multiplier of default mesh size set to a high value (4-5). This multiplier can be found in Settings -> Mesh settings. The calculation will be quick and you will be able to see if the overturning is the problem or not.</p>\n<p>It is necessary to check whether the self-weight of the concrete block is included, as it can prevent the model from overturning. Note that when importing from the Connection application, the self-weight is <strong>not</strong> automatically entered into the model — see the text below for details.</p>\n<h3>Limitations of import from Connection</h3>\n<h4>Contacts</h4>\n<p>Generally, the import of forces acting on the base plate through <strong>contact </strong>with another steel plate is not supported. This applies to both the edge-surface contact and the surface-surface types of contacts. Read more <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in this article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Anchoring by member</h4>\n<p>Only models anchored via the base plate can be correctly imported to the Detail application. For models, where members are connected to concrete blocks directly, the connecting plate of the member with anchors is imported without loads.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Self-weight is not added automatically</h4>\n<p>The self-weight is not automatically calculated/added. It must be manually included in the project for the Detail. This can mainly affect the verification of anchoring to the foundations, where failure to consider the self-weight could lead to the foundation overturning, as mentioned in the paragraph above.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5b6fb0f3_41e7_010f_c229_87b10c0a2431\"></object>\n<h4>Unsupported anchoring types for export</h4>\n<p>Hooked anchors are not supported in Detail. A waher plate will be used instead in the exported file.</p>\n<p>The washer plate is modeled as a plate-shell element directly attached to the anchor shank, transferring load to the concrete exclusively through compression contact. The plate itself is modeled linearly, without plasticity, and is not subjected to resistance checks. Since the shank has <strong>zero bond strength</strong>, the entire load is transferred to the concrete through the washer plate. More about anchor types can be found in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single anchor definition</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6734053b_6788_01f1_6bc6_0f3b675b807e\"></object>\n<h4>Unsupported combinations for anchor types</h4>\n<p>The Detail app does not support combining headed studs or reinforcement with other anchor types. These anchor types will not be included in the output. More about plate options can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Anchoring plates options</a>.</p>\n<h4>Imported loads and user-input loads combination</h4>\n<p><strong>Imported loads and user-input loads cannot be combined within one model</strong>. Because of the reasons described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>. Anchors are imported disconnected from the base plates. If you create a user-defined load case, it is obvious that the load will not be transferred correctly.</p>\n<p>Workaround: Copy the imported Project item, delete all imported loads, interconnect all anchors with the base plate, and then you can input your user-defined load case.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n09f9a27f_23c7_018a_934a_b8b1fde7e2f7\"></object>\n<h4>More concrete blocks</h4>\n<p><strong>Only one concrete block</strong> is supported in Detail. However, the concrete block can be modified using the Negative volume, Cutting plane, and the Cut operation. So it is possible to model more complex shapes such as pedestals, foundation strip extensions, anchoring next to openings, etc.</p>\n<p>It is also possible to import two independent concrete blocks from Connection, which are imported into Detail as two model entities that can be further modified using the cut operation. </p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n39c85b5b_7761_0120_fcad_8e2b6f1be5db\"></object>\n<h4>More than one base plate in one block </h4>\n<p>Exporting of more base plates in one block is supported, <strong>although it is not recommended to import so-called edge anchoring</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6b296ed-b436-4264-8411-72c6bf7b3be9/Design.png\" data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" alt=\"\"></figure>\n<p>In the Connection application, concrete is modeled in a simplified manner using Winkler's subgrade. On the other hand, the model of the steel part above the concrete block is modeled in detail, including the plasticity of materials. For a more detailed verification of reinforced concrete under the base plate, it is possible to export the base plate, anchors, and loads to the Detail application. There, the concrete is modeled plastically. </p>\n<p>The anchors are exported axially disconnected, and the load between them is replaced by a pair of equal but opposite forces (precisely because of the lack of stiffness of the steel part above the base plate). Therefore, it is not possible for the axial forces in the anchors to change if the covering layer in the corner of the concrete block becomes plastic. Similarly, the welds of the base plates are exported disconnected, with the connection replaced by equal but opposite forces. 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"value": "<p>Detail 3D is essentially an extension of the current established IDEA StatiCa Detail application. It adds a new Model type 3D and with this comes the implementation of a method for calculating stress fields in 3D space called 3D CSFM. Calculations and checks are implemented for the Ultimate Limit State.</p>\n<p>Before going into the description of the functionalities of Detail 3D it will be good to point out the existence of Theoretical background, where you can read more technical details about the individual model entities and the calculations themselves.</p>\n<ul>\n <li><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>IDEA StatiCa Detail – Structural design of concrete 3D discontinuities</strong></a></li>\n</ul>\n<p>In the first step, the user can select a new Model type on the initial screen (in the wizard), where several templates are available, and of course, the option to enter a model from scratch.</p>\n<figure data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b625d4c-9842-4ccc-b10b-89a82bceb111/3D%20Detail%20in%2024.1_1.png\" data-asset-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" data-image-id=\"ca081143-2906-4217-9081-14c2f44a70c0\" alt=\"\"></figure>\n<p>As for 2D models, you can edit the Initial settings in the right part, such as Design code, Materials, and Concrete cover.</p>\n<p>After creating a blank model or a model from a template, options familiar to the 2D modeling environment are available.</p>\n<p>Options for working with multiple Project items can be found in the top ribbon, as well as the now standard Undo/Redo buttons, Labels view options, Gallery controls, calculation settings, and template management controls.</p>\n<figure data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d987045a-993e-403c-b17c-e48903b0005a/3D%20Detail%20in%2024.1_3.png\" data-asset-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" data-image-id=\"840b12db-7044-4126-9e3a-b05d81ec1cf8\" alt=\"\"></figure>\n<p>It also initializes the tree, whose first item, called by default DRM1, contains the default settings for the actual Project Item. Above the tree, you can find tools for manipulating the model.</p>\n<figure data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3381341d-56a3-49bf-b78c-dff47f501a72/3D%20Detail%20in%2024.1_4.png\" data-asset-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" data-image-id=\"e8fa794c-8311-4af1-b0ba-452b6c2edcda\" alt=\"\"></figure>"
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"value": "<p>Bond strength property of a Single anchor in <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">Detail 3D</a> is the <strong>design value</strong> of bond resistance of Adhesive (post-installed) anchor. It is a crucial parameter for anchoring design in Detail 3D.</p>\n<figure data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e158ca5-a37c-4b95-87d0-1ca92deb6930/bond%20strength%2001.png\" data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" alt=\"\"></figure>\n<p>In terms of EN 1992-4, we can define design bond resistence as τ<sub>Rd</sub> = τ<sub>Rk</sub> /γ<sub>Mp</sub> </p>\n<p>γ<sub>Mp</sub> is partial safety factor defined by table 4.1 in EN 1992-4</p>\n<p>γ<sub>Mp</sub> = γ<sub>Mc</sub> = γ<sub>c</sub> ⋅ γ<sub>inst</sub></p>\n<p>γ<sub>c </sub>= 1.5</p>\n<p><strong>γ</strong><strong><sub>inst </sub></strong>- factor accounting for the sensitivity to installation of post-installed fasteners. Can be found in relevant European Technical Product Specification for the specific product.</p>\n<p><strong>τ</strong><strong><sub>Rk</sub></strong> - is characteristic bond resistance of a post-installed bonded fastener. Depending on concrete strength class, and state of the concrete – cracked vs. uncracked. It can be found in certificate for injection mortar, for example ETA – European Technical Assesment.</p>\n<h3>Eurocode Example</h3>\n<p>Lets have post-installed bonded anchor made from M12 threaded bar and mortar Hilti HIT-HY 200-A V3. The hole is hammer-drilled. The anchor is installed in dry conditions into cracked C20/25 concrete. Design life is 50 years.</p>\n<p>At first we need to go to HIT-HY 200-A product web page <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549\">here</a>. We are looking for ETA document. Go to <strong>Technical data</strong> section of the page and open PDF document Technical data sheet for Hilti HIT-HY 200-A-R-V3 steel to concrete injectable mortar, English.</p>\n<figure data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/72b094a7-1c3f-4a8f-bc98-83572e478dc3/bond%20strength%2002.png\" data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" alt=\"\"></figure>\n<p>On page 3 of the document, you can find links to relevant ETA documents.</p>\n<figure data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111f3094-dc91-4b09-afff-0f1717fe7398/bond%20strength%2003.png\" data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" alt=\"\"></figure>\n<p>Open ETA-19/0601 linked in the first row of the table, which is relevant for us.</p>\n<figure data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23985608-cbd8-4b50-bb68-082641b12984/bond%20strength%2004.png\" data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" alt=\"\"></figure>\n<p>In table C1 of this document, you can find data for <strong>τ</strong><strong><sub>Rk</sub></strong> - characteristic bond resistance. Conservatively for temperature range II, in our case τ<sub>Rk</sub> = 8.0 MPa.</p>\n<figure data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3aabe16c-9075-4675-b1a4-4ea7e1f6a14b/bond%20strength%2005.png\" data-asset-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" data-image-id=\"a66e8153-9cc7-4e4b-8c1a-7aa9437d420c\" alt=\"\"></figure>\n<p>In table C1 of the document, you can also find relevant γ<sub>inst </sub>values. In our case γ<sub>inst</sub> = 1.0.</p>\n<figure data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/83351d45-a532-4f48-8783-a69ef1b28ba1/bond%20strength%2006.png\" data-asset-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" data-image-id=\"c006e5e4-d20f-4814-8fff-fbc2d03c8c79\" alt=\"\"></figure>\n<p>The final value of design bond strength is τ<sub>Rd</sub> = 8.0 /(1.5x1.0) = 5.3 MPa. </p>\n<h3>ACI EXAMPLE</h3>\n<p>When using ACI, you can follow a similar process, for instance, Hilti HY200, go to their <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549?activeTab=preconfigured-kits-tabs\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">website</a>. Find the product technical guide and open the PDF, The approvals are shown on the second page: </p>\n<figure data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b05347e-cf65-432d-882d-c65ddb495457/Picture1.png\" data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" alt=\"\"></figure>\n<p>Then, we can open the selected ESR: <a href=\"https://icc-es.org/report-listing/esr-4868/\">https://icc-es.org/report-listing/esr-4868/</a></p>\n<p>The bond strength tables are in the document. They are presented as a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions. </p>\n<p>The resulting characteristic bond strength shall be multiplied by the associated <strong>strength reduction factor</strong>, and the bond strength may also be made for increased concrete compressive strength as noted in the <strong>footnotes</strong> to the bond strength tables. </p>\n<p>Once you find the correct table, select the characteristic bond strength in cracked concrete, which is due to the principles of the Detail app, where the strength in tension is neglected. </p>\n<figure data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95261489-f2e9-4d04-ba7e-c1eae43bbe7f/2025-07-15_13-19-36.PNG\" data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" alt=\"Table 13 Bond strength design information \"></figure>\n<ul>\n <li>τ<sub>Rk</sub>=840 psi</li>\n <li>φd=0.65</li>\n <li>Concrete increase factor for a f'c=4000 psi= 1.0481</li>\n <li>IDEA StatiCa bond strength input = 0.65*1.0481*840psi= 572.26 psi</li>\n</ul>\n<p>The bond strength should be input from technical data sheets; do not consider the values we have by default.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n138cb282_2119_0146_0e7d_e1319f1f20fa\"></object>"
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"value": "<p>Anchoring in a plain concrete block can be modeled and code-checked in IDEA StatiCa Connection. Sometimes, it could be useful or necessary to reinforce the concrete block. Although, this capability isn't available within the Connection app, we have 3D Detail. 3D Detail is focused on solving anchoring into concrete blocks and analysis of both the anchoring elements and the concrete block itself. Moreover, a direct link is implemented between the Connection and Detail applications to simplify the process.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Connection users who design <strong>anchoring according to Eurocode</strong> can <strong>import their model from Connection to the advanced 3D Detail by one button click</strong>.</p>\n<h3>How does it work?</h3>\n<ul>\n <li>Import is allowed just for anchoring. If there is no concrete block in the Connection model, the export to Detail is disabled (\"RC check\").</li>\n <li>The model in Connection has to be calculated. If results are not available, the export icon (\"RC check\") is disabled.</li>\n <li>Only one concrete block for the import/export is allowed.</li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>The connection is imported, including </h3>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">Adhesive</a>/Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook</li>\n <li>Friction coefficient</li>\n</ul>\n<h3>How to export anchoring from Connection to Detail</h3>\n<p>First, create a model of anchoring in Connection according to Eurocode and click the Calculate button.</p>\n<p>When results exist, export of footing is enabled. By clicking the button \"<strong>RC Check</strong>\" in the ribbon, a dialog asking for the location and the name of the newly created Detail file appears.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>After a successful export, the project in Detail is created. The geometry of the concrete block and the base plate, the position and properties of anchors, and the load are automatically transferred to Detail. Surface support placed at the bottom surface of the concrete block is automatically created.</p>\n<p>The most tricky part of this process is the import of the load. For every calculated load effect in Connection, the corresponding load case and the ULS combination are automatically created in Detail.</p>\n<ul>\n <li>The base plate is loaded by <strong>forces in welds,</strong> which are modeled as a <strong>Group of forces. </strong>For the loading of the base plate itself, the imported loading is represented by a group of forces following the stresses in welds between the base plate and steel members in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n <li>Anchors are modeled and loaded independently from the base plate, and they are axially loaded by point loads. The loading of anchors is represented in the scene by a double of arrows in opposite directions. One arrow represents the tension force acting only on the top of the anchor. The other one represents the compression force acting on the base plate. </li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>The Checkbox \"Transfer of axial forces\" is unticked by default as the anchors are loaded by forces directly. </p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n <li>Shear is transferred according to the setting in Connection by one of the options – anchors, shear lugs, or friction. 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"value": "<h2>What is HILTI PROFIS Engineering Suite?</h2>\n<p>Hilti PROFIS Engineering Suite is a cloud-based software for structural engineers that specializes in the design and analysis of anchor systems, base plates, and steel connections. It supports international design standards like ACI and Eurocode, and integrates with Hilti’s hardware to provide optimized anchor solutions.</p>\n<h3>FEA to Checkbot to Profis workflow</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a36eb7be-8934-4aeb-bc19-e85f526bf5ea/Hilti%20PROFIS%20workflow.PNG\" data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" alt=\"\"></figure>\n<h2>How to use the plugin</h2>\n<p>To import data from any global analysis software into Hilti PE, the information is first brought into <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via any <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">BIM link</a>. A \"HILTI PROFIS\" tab in Checkbot facilitates the export to the Hilti process. By selecting a node with one anchored member, users can export the data directly to Hilti PE using the <strong>Export</strong> button, ensuring accurate transfer of relevant structural data for further analysis.</p>\n<p>The <strong>Export </strong>button in Checkbot launches Hilti PE and, after logging in, automatically creates a new project with the same name as the Checkbot project. Within this project, a new design is generated. </p>\n<p>This entire workflow is available even with a IDEA StatiCa <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">Basic license</a>, meaning that it is available for free. How to use the plugin is described step-by-step in the following <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a>, which is also accessible from the <strong>Learn more </strong>button in Checkbot. </p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30cff0dd-57d4-41aa-a8ae-d8865bde6a8f/Profis%20node%20selected.png\" data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" alt=\"\"></figure>\n<figure data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec152247-3e56-4251-8c1a-89fdafd5c54a/Profis.png\" data-asset-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" data-image-id=\"ceac6908-0e5a-49e7-9aca-9970c2d9e540\" alt=\"\"></figure>\n<h3>Data imported into PROFIS</h3>\n<ul>\n <li>International design standard (code) </li>\n <li>Profile type and material </li>\n <li>Internal forces from load cases and load combinations</li>\n</ul>\n<h3>Known limitations</h3>\n<ul>\n <li>Connection design is not processed by Hilti PE (anchor layout, baseplate geometry, stiffeners, welds)</li>\n <li>Only connections with 1 member (simple footings)\n <ul>\n <li>Only steel-to-concrete anchoring</li>\n <li>No complex design (footing with braces)</li>\n </ul>\n </li>\n <li>Hilti PE does not support \"mirroring\" of profiles at the moment. In the picture below, highlighted cases show the profile position in PROFIS does not match with the IDEA StatiCa profile position in relation to Connection at the START or END (LCS of the member in IDEA StatiCa).</li>\n</ul>\n<figure data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b9c93ea-3444-42a3-9d7e-b1b5a27287fb/LCS%20and%20GSD.png\" data-asset-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" data-image-id=\"25cd8b6d-3c4f-4ce1-97b2-c81b332ae1d6\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>IDEA StatiCa is a tool for solving complex 3D tasks and is fully verified for anchoring in concrete blocks. This solution allows you to perform designs without oversimplifications and provides checks based on the Ultimate Limit State (ULS). Thus, we have a tool to capture all types of <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">concrete failures</a> for footing. Together with IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> for anchorage verification, we offer a comprehensive package for everyone dealing with steel-to-concrete connections.</p>\n<p>Enhanced shear transfer, improved results, and simplified integration between <strong>IDEA StatiCa Connection</strong> and <strong>IDEA StatiCa Detail</strong>, along with the verifications, means the solution is now fully capable of handling real, practical examples of any kind of anchoring. </p>\n<h3>What are some key improvements compared to the BETA version?</h3>\n<ul>\n <li><strong>Shear transferring devices:</strong> Fundamental entities that enable the general design of all types of anchoring <strong>(Anchors, Shear lugs, and Friction)</strong>. There are all types corresponding to the options in IDEA StatiCa Connection, allowing smooth import. Read the separate release note dedicated to <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transferring devices.</a></li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n <li><strong>Result Sections</strong>: As part of the improvements for a better understanding of the results, Detail provides the opportunity to see the actual behavior of the structure. Read the separate release note: <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n <li><strong>Full Connection export with new entities: </strong>The import is possible, including all information about materials, types of anchors, and their end treatments. Read the separate release note: <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Import of anchoring from Connection to Detail</a></li>\n <li><strong>Working Grid Plane</strong>: There is a new grid to help surface identification during modeling, reinforcement, creating sections, etc. Read the separate release note: <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Modelling improvement - Grids and Self-weight</a></li>\n <li><strong>Self-weight:</strong> The application includes another load type, self-weight. It is automatically calculated based on the dimensions and the selected material. </li>\n <li><strong>Refined mesh around anchors:</strong> The mesh around the anchors has been locally refined for accurate results. This setting cannot be changed. The mesh is generated automatically.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Comprehensive functionality description of 3D Detail.</a></p>\n<p><em>Note: Currently for Eurocode (EN) only.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n17664d22_8237_0160_ba3e_adce2e7403ca\"></object>\n<h3>Known limitations for Detail 3D</h3>\n<p>Since Detail is just a tool that cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the limitations that must be taken into account:</p>\n<ul>\n <li>The solution is suitable only <strong>for reinforced concrete.</strong></li>\n <li>The application provides<strong> ULS checks</strong> according to EN.</li>\n <li><strong>Only one concrete block</strong> is supported in Detail.</li>\n <li>In Detail, the anchors are only checked for tensile strength. It is necessary to <strong>use Connection for shear and interaction checks</strong>.</li>\n <li>Only models <strong>anchored via the base plate</strong> and <strong>only Direct contact </strong>can be imported to Detail (from Connection). </li>\n <li><strong>Imported loads and user-input loads cannot be combined within one model.</strong></li>\n</ul>\n<p>For a full list of limitations with further explanation, see the article: <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations for 3D Detail</a></p>\n<h3>Verifications</h3>\n<p>We emphasize once again that although Detail 3D is a general solution for modeling any detail, we verify examples step by step. The current focus is mainly on verifying functionalities related to <a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">anchoring</a>. See the overview of what are possible use cases and plans for further development below:</p>\n<table><tbody>\n <tr><td><strong>Use-case</strong></td><td><strong>Functionality ready</strong></td><td><strong>Verification provided</strong></td><td><strong>Verification in version</strong></td></tr>\n <tr><td>Footings of steel columns</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General anchorings of steel members <br>\n(beams, bracings, lifting lugs...)</td><td>YES</td><td>YES</td><td>24.1.0</td></tr>\n <tr><td>General use of the Detail 3D for other cases (Pile caps, Pier caps, etc.)</td><td><p>YES</p>\n<p><br></p>\n</td><td>NO</td><td><p>in development</p>\n<p><br></p>\n</td></tr>\n <tr><td>Wall model type</td><td>NO</td><td>NO</td><td>in development</td></tr>\n</tbody></table>\n<p><br></p>\n<p>We continuously update and add new <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&label=detail_3d\">verifications for 3D Detail</a>, where we verify the functionality and the assumptions. 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"value": "<p>The Eurocode specifies several methods of failure of anchors and concrete footings and further divides them according to the loading type. In <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, we have been able to assess the anchors up to now, but with some limitations, assessments had to be done manually. </p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>At the same time, reinforcement for concrete blocks was impossible to account for. This is now changing with IDEA StatiCa Detail 3D, which adds more possibilities. IDEA StatiCa Detail 3D does not offer assessments as we are used to in the standard that defines them for plain concrete. However, with FE analysis, we can verify that reinforced concrete will satisfy the specified load, and here, it will <strong>prevent the failure of the concrete, which would correspond</strong> to those conditions. The apps work independently and can be used separately, but thanks to the <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">link between Connection and Detail</a>, it is also possible to use Detail only as a supplementary calculation. </p>\n<p>Now, let's go through the Eurocode conditions one by one and the possibilities the applications offer us. </p>\n<h2>Tensile force</h2>\n<p>Eurocode divides the first type of load (<strong>tensile force</strong>) into 6 possible cases of anchor or concrete block failure (a, b, c, d, e, f) and two more for reinforced footings (g, h). </p>\n<p>The figure below schematically shows which type of failure you can assess with the Connection app and what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.1) for anchor design <strong>(CBFEM)</strong>, while IDEA StatiCa Detail is based completely on the finite element method <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Some assessment options are, therefore, overlapping in both applications, but always with a different method. </p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>By the nature of the methods implemented in the software, only plain concrete can be considered in Connection, while <strong>only reinforced concrete footing can be considered in Detail</strong>. </p>\n<figure data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b6dc14ff-0803-4a93-a913-771822b326de/Anchoring%20in%20Detail%203D%20-%20Tension.png\" data-asset-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" data-image-id=\"4c9c97c9-4dfa-46b4-bdc4-9d3949685489\" alt=\"\"></figure>\n<p>The main assumptions and limitations of the analysis for the IDEA StatiCa Detail 3D are mentioned in the article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitations</a>. </p>\n<h4>a) Steel failure </h4>\n<p>Steel failure of<strong> tension-loaded</strong> anchors alone is verified in both applications. Anchor tensile resistance is checked in Connection according to the following formula:</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>In Detail, the anchors are checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. </p>\n<figure data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8adc76b4-1d26-4f8a-a12a-43914b057c9a/Project%20settings.png\" data-asset-id=\"b27face6-e354-4f20-9648-17998b55b20f\" data-image-id=\"b27face6-e354-4f20-9648-17998b55b20f\" alt=\"\"></figure>\n<p>In older versions, the anchors are checked like regular reinforcement bars, based on the stress–strain diagrams defined for particular materials, while using the value of limit strain maximally 5% (calculated based on tension stiffening effect read more in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a>)</p>\n<h4>b) Concrete cone failure </h4>\n<p>Concrete cone failure can be verified in Connection. However, at Connection, the app can only consider <strong>plain concrete</strong>. </p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Therefore, in case the concrete cone fails, it is appropriate to proceed to IDEA StatiCa Detail, where an analysis of the entire reinforced block is provided. The tensile strength of the concrete is conservatively neglected, which means the bearing capacity for cone failure is, to a considerable extent, determined by the specified amount of reinforcement. In the picture below, you can see the <strong>directions of the principal stresses</strong> that indicate the shape of the cone mentioned above. In the right part, you can see the values of the concrete stresses, which are assessed with the limit values. </p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4> c) Pull-out failure</h4>\n<p>This code-check is in Connection only for certain cases (see the first picture in this article). An additional assessment is necessary for post-installed mechanical anchors. </p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>In Detail, it is possible to set up so-called <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">adhesive anchors</a> and specify the design bond strength according to their technical parameters. The anchors will then be verified based on these parameters. (Applicable only for reinforced concrete.)</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Combined pull-out and concrete failure of bonded fasteners</h4>\n<p>This failure can only be detected in Detail, where the concrete stresses and the anchorage areas are assessed using 3D CSFM. The Combined pull-out and concrete failure mechanism is in Detail based on principles defined above, and its assessment is part of the concrete strength and anchorage check. (Applicable only for reinforced concrete.)</p>\n<h4>e) Concrete splitting failure</h4>\n<p>It is not possible to assess in Connection. For Detail, Splitting failure is usually a problem of plain concrete, where the use of reinforcement prevents it from occurring. At the same time, it is possible to see the stresses and strains of both the reinforcement under compression or tension and the concrete under compression in the Detail app. </p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Concrete blow-out failure </h4>\n<p>For plain concrete, empirical code-check according to Eurocode in Connection is possible. </p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>For reinforced structural members, it is possible to use Detail. Concrete blow-out failure is covered in the concrete strength analysis. Where the tensile stresses are transferred only by the reinforcement (as mentioned several times above).</p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel failure of reinforcement and anchorage failure of reinforcement is part of the reinforcement assessment in Detail. </p>\n<p><strong>g) Steel failure of reinforcement</strong></p>\n<p><strong>h) Anchorage failure of reinforcement</strong></p>\n<h2>Shear load</h2>\n<p>Eurocode divides the second type of load (<strong>shear force</strong>) into 4 possible cases of anchor or concrete block failure (a, b, c, d) and two more for reinforced footings (e, f). </p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>The figure below shows <strong>schematically</strong> which type of failure you can assess with the Connection app and also what behavior can be covered by using reinforced concrete and, therefore, the analysis in Detail. IDEA StatiCa Connection uses empirical formulas from Eurocode ( EN 1992-4-7.2.2) <strong>for anchor design </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a><strong>.</strong> All types of failure caused by shear force can be covered in the Connection app. </p>\n<figure data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0383712-82f9-48f8-9dbc-17b6eac2b66a/Anchoring%20in%20Detail%203D%20-%20Shear.png\" data-asset-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" data-image-id=\"04a0a8c1-6fa3-4a01-8f6b-62e6c8f42878\" alt=\"\"></figure>\n<p>In the IDEA StatiCa Detail 3D, shear can be transferred by friction, anchors or shear lug. It is important to say that only the footing is assessed. Other steel parts (e.g. shear lug, welds) need to be checked in Connection or somewhere else. Again, it must be emphasized that only reinforced concrete is required.</p>\n<h4>a) Steel failure without lever arm</h4>\n<p>Steel failure without the lever arm of shear-loaded anchors is verified in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>In Detail, the anchors are again checked according to the selected Eurocode (1992-4 or 1993-1-8) in the Project Settings. This behaviour applies starting from version 25.1.1. The assessment is not possible in Detail for older versions.</p>\n<h4>b) Steel failure with lever arm</h4>\n<p>Steel failure with the lever arm of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>The assessment is not possible in Detail.</p>\n<h4>c) Concrete pry-out failure</h4>\n<p>Concrete pry-out failure of shear-loaded anchors is verified only in Connection. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>The shear capacity of the concrete through the base plate is then assessed in the Detail application. </p>\n<h4>d) Concrete edge failure</h4>\n<p>Concrete edge failure of shear-loaded anchors is verified in Connection only for plain concrete. Anchor shear resistance is checked in IDEA StatiCa Connection according to the following formula:</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>Concrete edge failure can be checked in the Detail (reinforced concrete only). </p>\n<h4>Additional checks for reinforced concrete blocks:</h4>\n<p>For reinforced footings, an additional reinforcement assessment is required. Steel and anchorage failure of reinforcement is part of the reinforcement assessment in IDEA StatiCa Detail. </p>\n<p><strong>e) Steel failure of supplementary reinforcement</strong></p>\n<p><strong>f) Anchorage failure of supplementary reinforcement</strong></p>\n<h2>Conclusion</h2>\n<p>The most significant advantage can be found in examples such as anchoring close to an edge and other cases where plain concrete does not meet the required load. Note that, anchors and shear lugs need to be further assessed in Connection, but together, these two software tools provide a comprehensive solution.</p>\n<p>Due to the method and the way the application is designed, the <strong>Detail application is only suitable for reinforced footings.</strong> </p>\n<p><br></p>"
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"value": "<p><strong>Load transferring devices</strong> contain two entities the base plate and single anchor. Let's start with the Base plate. To specify the position, a reference surface and edge must be selected. These define the origin of the coordinates from which the X and Y distances are measured. There are two shape definition options, Rectangular and Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>The base plate is connected to the concrete element by a contact that transfers compressive stresses and, if the user chooses, can also transmit shear stresses. There are three shear transfer mechanisms that can be selected:</p>\n<ul>\n <li><strong>by friction</strong></li>\n <li><strong>by anchors</strong></li>\n <li><strong>by shear lug</strong></li>\n</ul>\n<p>The software does not allow you to combine these shear transfer mechanisms.</p>\n<p>For the option by friction, the design value of the friction coefficient needs to be entered. For the option by shear lug, the steel profile, including geometry and position, needs to be inputted.</p>\n<p>All the possible configuration of base plates can be found in the article: <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Base Plates Options</a>.</p>\n<p>The base plate can transmit either a point load or a group of forces. For a point load, the model can be loaded with six internal forces (Fx, Fy, Fz, Mx, My, and Mz) at any position on the base plate. For a group of forces, users can input the forces’ positions, intensities, and directions into a table, allowing for a general positioning on the base plate. It is important to mention that the base plate is point-loaded and doesn't have any stiffener or member welded on its upper face. Thus, for correct load distribution, it is important to use a relatively stiff base plate with relatively high thickness. Another option is to use <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">Stub</a>, that handless the issue with the plate stiffness.</p>\n<p>A second load transfer device, the single anchor, can be added and interconnected with the base plate to create, for example, a base plate of the column anchored with four anchors (see the figure below). It is also possible to model separate anchors without a base plate.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>More information about the interconnection with the base plate can be found in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>\n<p>In terms of position and geometry, the anchors are referenced to the surface and edge of the block, including the determination of the relative position as with the base plate. Of course, it is possible to specify the length of the anchor in the concrete and the length above the concrete surface.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>The anchors are implemented in two variants:</p>\n<ul>\n <li>Cast-in-place </li>\n <li>Adhesive anchors</li>\n</ul>\n<p>For the Cast-in-place Reinforcement, the Bond strength is used according to EN 1992-1-1 chap. 8.4.2. In addition, it is possible to specify the Anchorage type for this type of anchor as for conventional reinforcement.</p>\n<p>For Adhesive anchors, it is possible to directly input the bond strength, which the user can find out from the technical data sheet of the applied adhesive mortar. Note that <strong>it is necessary to input the design value of the bond strength. </strong>The following <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> will help you find the value. </p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>See all anchors options in the article: <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Single Anchor Options</a></p>\n<p>A thorough description of the behavior of the interconnection between the anchor and base plate is described in the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical background</a>.</p>"
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"value": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<p>Next to the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights in version 24.1</a>, read the full list of the new functionality:</p>\n<h2>Concrete Design</h2>\n<p><strong>Detail 3D (Eurocode only)</strong></p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Full Connection export with new entities</a></li>\n <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Results interpretation improvement</a> – Sections, Stress check</li>\n <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" 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data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Multiselect and multiedit in Connection</a></li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Fast app response with quick cancel of calculations</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/project-item-and-material-management#buckling-in-every-project\">Buckling calculations in the backstage menu</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Theoretical-background-in-Report-updated\">Theoretical Background in the report</a> in Italian and Portuguese</li>\n <li><a href=\"https://www.ideastatica.com/support-center/how-to-import-a-plate-from-dxf#Smooth-import-of-plate-shape-from-dxf\">Smooth import of plate shape from DXF</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\">Enhanced parametric design templates</a></li>\n <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Regional improvements</a></li>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes</a></li>\n</ul>\n<h2>BIM and Checkbot</h2>\n<ul>\n <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Multi-management and grouping tools in Checkbot</a></li>\n <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Parameters made useful for everyone</a></li>\n <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">HILTI PROFIS plugin in Checkbot</a></li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">60% faster FEA imports to Checkbot</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\">IFC export from Checkbot</a></li>\n <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Advanced import of connectors from CAD tools</a></li>\n <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Supported BIM links in version 24.1</a></li>\n</ul>\n<h2>Usability and Licensing</h2>\n<ul>\n <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Project settings</a></li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Shared preferences across the whole tool range</a></li>\n <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Single Sign-on for public use</a></li>\n <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Closing the gap between Viewer and Connection</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\">License usage reports in the User Portal</a></li>\n</ul>\n<h2>Full release 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"value": "<h2>Version compatibility</h2>\n<p>IDEA StatiCa software version (e.g., 22.1.3.0789) is described by a number represented by the major version (22), minor version (.1), patch number (.3), and build number (.0789).</p>\n<p>Every major and minor version of IDEA StatiCa applications changes project data and makes it impossible to use in the previous versions. This means if you create or save a project in version 22.1, you can not open it in 22.0.</p>\n<p>However, patches within the same version are compatible, so if you create or save a project in patch 22.1.3, you can still open it in patch 22.1.0.</p>\n<p>The cloud services, such as the <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a>, always generate project files in the latest IDEA StatiCa version and patch released.</p>\n<h2>Opening an old project in a newer version</h2>\n<p>Models designed in older versions of IDEA StatiCa may show differences when you upgrade to the newest version. When upgrading to a newer version of the program, you may encounter some differences associated with opening models created in older versions. </p>\n<p>To get updated, please read the <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">release notes</a> for every major and minor version released, together with patch updates and <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">lists of resolved bugs</a>.</p>\n<p>Below is a list of the most important changes for each new version of the program that may lead to some changes in results:</p>\n<h3>Changes in version 25.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a href=\"https://preview.ideastatica.com/support-center/smooth-results-with-precise-meshing#25-1-CHS-mesh\">Update of the FEM mesh for CHS members</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/updated-cbfem-solver#member-calculation-25-1\">Stepped analysis in Member</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/steel-pins#25-1-pin-buckling\">Buckling calculation of models with pins</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/connection-analysis-0-or-doesn-t-reach-100#warning-big-deformation\">Large deformation warning</a></li>\n</ul>\n<p>CONCRETE</p>\n<p>There were several essential improvements to the underlying analysis model. The anchor mesh has been refined, the bond stiffness has been recalibrated, and the whole system of constraints between anchors and concrete block has been enhanced to better reflect real load-slip behavior. In addition, the contact interaction representing the bearing of anchors against concrete under shear loading has been tuned based on internal research, various studies, and code guidance. Altogether, these refinements improve the realism of the load transfer mechanism, which means that the results may differ from previous versions — typically being more realistic and less conservative, while remaining safe.</p>\n<p>Read the <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">highlights</a> and the <a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\">full list of improvements</a> in Release notes IDEA StatiCa 25.1.</p>\n<h3>Changes in version 25.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Geometrically nonlinear analysis</a> (GMNA)</li>\n <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Weld spreading area</a></li>\n</ul>\n<p>Read the <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">highlights</a> and the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 25.0.</p>\n<h3>Changes in version 24.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatic code selection for anchoring check</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Meshing around bolt and pin holes improved</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail is out of BETA</a> and verified for anchoring</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Shear transfer</a> through anchors, shear lugs, and friction</li>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Lateral Torsional Buckling</a> (Eurocode only)</li>\n</ul>\n<p>Read the <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">highlights</a> and the <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.1.</p>\n<h3>Changes in version 24.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Out of surface load warning in Member</a> (patch 23.1.1)</li>\n <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Extend the member using the cut operation</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Accurate calculation of the shear resistance of slabs</a> (patch 23.1.2)</li>\n</ul>\n<p>BIM and CLOUD SERVICES</p>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free structural design hub for all supported FEA and CAD</a>, and termination of the free Viewer plugins</li>\n</ul>\n<p>Read the <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">highlights</a> and the <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">full list of improvements</a> in the Release notes IDEA StatiCa 24.0.</p>\n<h3>Changes in version 23.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Welds – autodesign, input, warnings, visualization</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Shear force position input and visualization</a> (since patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Yield strength reduction for high-strength steel hollow sections</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warning for welds and bolts connecting the same plates</a> (since patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Filler plate (packing plate) recognition</a> (since patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detailed calculation of connection design material values displayed in the plates' result table</a></li>\n <li>AISC steel and bolt grade materials for AISC360-22 (since patch 23.0.4)</li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularity detection in Member</a> (since patch 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check advancements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Release notes IDEA StatiCa 23.1</a>.</p>\n<h3>Changes in version 23.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Qualification checks of seismic prequalified connections for AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Update of ANSI/AISC 360-22, CSA S16:19 standards, and Taiwain sections</a> </li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Anchors with stand-off</a> (since patch 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Eurocode updates to thin-walled members and anchors</a></li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailing improvements for bolts and welds in Eurocode</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations to checks of anchors</a> (since patch 23.0.2)</li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Edge indexing in Member and Connection models</a></li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Load Extreme Selection</a> (since patch 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Limited stress check feature in Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementation of long-term losses in Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Improvements for ACI 318-19 in Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Imperial rounding improvements in Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Equivalent time for deflection in Beam</a> (since patch 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Triangular mesh in concrete Member</a></li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Interaction code-check improvements in RCS</a> (since patch 23.0.2)</li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Release notes IDEA StatiCa 23.0</a>.</p>\n<h3>Changes in version 22.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle to the grain of the steel-to-timber connections</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">GMNIA solver extended to shear and torsion effects</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes IDEA StatiCa 22.1</a>.</p>\n<h3>Changes in version 22.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium by default</a></li>\n <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis - how the results are displayed</a></li>\n <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a></li>\n <li>Connection Lite update</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of eccentricity definition of a normal force for concrete columns according to Eurocode</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Release notes IDEA StatiCa 22.0</a>.</p>\n<h3>Changes in version 21.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts in version 21.1 and onwards</a></li>\n <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</a></li>\n <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP 16</a></li>\n</ul>\n<p>For users of <strong>Template Manager</strong>, use version 21.1 to <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transfer your designs into the new Connection Library</a>.</p>\n<p>Read the full list of improvements in <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Release notes IDEA StatiCa 21.1</a>.</p>\n<h3>Changes in version 21.0</h3>\n<p>The biggest change since version 21.0 is in the analytical model of members in Connection, please read the <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Updated CBFEM solver</a> article, and the <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Condensed superelements - invisible but essential</a> blog post. The impact of the changes is also described in <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Analysis model improvements in IDEA StatiCa version 21.0</a> article.</p>\n<p>Read the full list of improvements in <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Release notes IDEA StatiCa 21.0</a>.</p>\n<h3>Changes in version 20.1</h3>\n<p>Here, we point out articles describing the main differences between the older and newer version.</p>\n<ul>\n <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Improved model of contacts</a></li>\n <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Butt welds upgraded model</a></li>\n <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Bolt bearing distances for Eurocode</a></li>\n <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Connecting plate eccentricity</a></li>\n</ul>\n<p>Read the full list of improvements in <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Release notes IDEA StatiCa Steel 20.1</a> and <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Release notes IDEA StatiCa Concrete 20.1</a>.</p>\n<h3>Changes in version 20</h3>\n<p><strong>Cleat manufacturing operation refactoring</strong></p>\n<p>In the previous version Cleat manufacturing operation sometimes made L cross-section legs swapped, mostly while the members were rotated along the longitudinal axis. From now on, the L sections are positioned correctly, and the legs orientation is kept the same while introducing rotation to the member. The new mechanism behind is based on the new member positioning (by its LCS coordinates - rather then it's Rotations).</p>\n<p><strong>Local coordinate systems of the members in FEA/CAD applications</strong></p>\n<p>All member entities in FEA/CAD applications are created in a way that their definition axis has the start and the end. These two points are taken as a vector to define the local coordinate system of the member. In each FEA/CAD application project are these data information stored and can be used during the import. We took advantage of that, and it helps to improve the correctness of our BIM link geometry import. On the other hand, it changes the rules of the game, and the user must pay attention to the way how the model is created in FEA/CAD because it has an impact on the CBFEM Connection model also. We recommend to pay attention while importing from FEA/CAD projects into the version 20, the local coordinate system of the members may change the model to and difference compared to the model imported into the previous versions is eminent. </p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"Compatibility of versions\"></figure>\n<p><strong>Member application projects compatibility</strong></p>\n<p>IDEA StatiCa Member application passes through agile development, especially the data storage architecture and the guided user interface. Based on this it's obvious that the projects created in the older versions may not be correctly opened in version 20 or the application may fail to open them. Please be aware of that and excuse IDEA StatiCa for inconvenience. </p>\n<p>Read the full list of improvements in <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Release notes IDEA StatiCa Steel 20.0</a> and <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Release notes IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changes in version 10.1 and older</h3>\n<p>One of the reasons behind the new GUI is that a lot of engineers were saying: „IDEA StatiCa Connection needs to be more error-proof”. These “errors” are usually related to:</p>\n<ul>\n <li>Setting the correct <strong>length of members</strong> – in cases of extremely short or long members, this can hugely influence the results. Since version 9, IDEA StatiCa Connection automatically sets an appropriate length of all members.</li>\n <li><strong>Welds </strong>– stress plastic redistribution is by far the most accurate design method for welds and was introduced in version 7.1. During version 8 – and as a transition period - it was the default method, coexisting with the other evaluation methods. Since version 9, this method is the only option available and the other evaluation methods have been removed, to avoid confusion among the users, as we have seen through our helpdesk. This ensures that all welds in the project are safely designed and complying with the code.</li>\n</ul>\n<p>We have implemented several <strong>control mechanisms</strong> for IDEA StatiCa Connection since version 9.0 – automatic-check when the connection is modeled in a recommend way (singularity check, member lengths, their offsets, …). If the connection is not modeled properly, the calculation is interrupted or an error message is displayed. Please be aware that because of all of these improvements, opening projects from previous versions can lead to a different model geometry that may need some further editing.</p>\n<p>We have also improved <strong>meshing </strong>of hollow sections members – IDEA StatiCa Connection since version 9.0 generates finer meshing on hollow section members which might lead to slightly different results compared to older versions.</p>\n<p>We display the compatibility warning on each opening of a project from the older versions:</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"Compatibility of versions\"></figure>"
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"value": "<h2>Version 24.1 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n00bd5b5a_ebfa_011d_7f79_d5340b337f26\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<h2>Concrete Design</h2>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail is verified</strong></a> and ready for the structural design of <strong>anchoring in 3D</strong> while taking into account the <strong>real reinforcement, </strong>solving the task of<strong> </strong>anchors close to concrete edges.</li>\n <li>New<strong> </strong><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>Lateral Torsional Buckling</strong></a> analysis in <strong>Beam app</strong> and <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>SLS combinations</strong></a> in Detail <strong>for precast members design</strong>.</li>\n <li>Ready-made <a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Templates for 2D Detail</strong></a> make the start of modeling process a matter of seconds.</li>\n</ul>\n<h2>Steel Connection Design</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Parametric templates</strong></a> for typical or repetitive steel connections. 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"value": "<h2>Version 24.0 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n71180d74_9ffb_01b9_ff7c_9029ec3daf3c\"></object>\n<h2>Steel Connection Design</h2>\n<ul>\n <li><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\"><strong>Parametric templates</strong></a> reduce clicks for standard connections by up to 80%. </li>\n <li><a data-item-id=\"987e0d3d-116f-47b8-8fea-cd8dde608cc3\" href=\"\"><strong>Sketches</strong></a><strong> </strong>now contain<strong> </strong>all necessary data for detailers (editable, readable). </li>\n <li><strong>Connection Library</strong> database increased from 400k to 700k, with new filters (AISC/EN,…). </li>\n <li>One-click <a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\"><strong>Weld Sizing</strong></a><strong> </strong>to full capacity of all welds in the connection. </li>\n <li><a data-item-id=\"5d596a87-216d-478c-9091-8e8f710ad06e\" href=\"\"><strong>Auto-Design of Bolts</strong></a> for shear connections.</li>\n <li><a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>PJP Welds</strong></a> for AISC</li>\n <li>Eurocode only: Modeling <a data-item-id=\"659f367d-2583-4cff-8e95-d103961e93bb\" href=\"\"><strong>Pins</strong></a>,<strong> </strong><a data-item-id=\"b5fdc985-c8bd-41af-abf8-d6722fc84d43\" href=\"\"><strong>Welds optimization</strong></a><strong> </strong>using machine learning. </li>\n <li><a data-item-id=\"cc8f87c9-d20b-43dd-aa50-854bfddabc04\" href=\"\"><strong>Hooked anchors/L-bolts in AISC</strong></a> (<strong>Anchoring update</strong> for Australian/Indian codes).</li>\n <li>A set of <a data-item-id=\"216f23aa-de26-43f7-bf03-59d5c905f88b\" href=\"\"><strong>features and improvements</strong></a> for the comfort of everyday modeling routines.</li>\n <li>You can<strong> </strong><a data-item-id=\"a22aefcd-b75f-4a55-a16e-0f1d664dd7e2\" href=\"\"><strong>change the language of the Report</strong></a><strong> </strong>without affecting the language of the application.</li>\n</ul>\n<h2>Concrete Detail Design</h2>\n<ul>\n <li><a data-item-id=\"382192dd-b0af-4352-b8e2-67196db3c59f\" href=\"\"><strong>Footings</strong></a><strong> and </strong><a data-item-id=\"62787805-f419-46e2-a87d-5e9d938e10a3\" href=\"\"><strong>Walls</strong></a> using 3D model type in IDEA StatiCa Detail. 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"value": "<h2>1 New project</h2>\n<p>Run the <strong>IDEA StatiCa Connection</strong>. Everything starts on the <strong>Steel</strong> card. </p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Keep default settings</strong> for anchoring topology and step into the app. </p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Design</h2>\n<p><strong>After creating the solution</strong> from the template, to move the footing to the edge, we have to <strong>explode the template to separate operations. </strong></p>\n<figure data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fea954d-3d4b-4484-8cc8-1623c694e003/1.png\" data-asset-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" data-image-id=\"b8e0bcb1-858b-49ae-8da0-abd0ef7b2d4b\" alt=\"\"></figure>\n<p>Let's adjust the baseplate and set <strong>The Shear Force transfer</strong> as<strong> Friction</strong>. </p>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><em>Note: Since the release of </em><em><strong>version 24.1, IDEA StatiCa Detail</strong></em><em> has been out of BETA for </em><em><strong>3D anchoring design</strong></em><em>. With this new version, shear can be transferred through anchors, shear lugs, and friction, too. </em></p>\n<p><strong>Input the internal forces</strong> for biaxially loaded anchoring. The internal forces cause compression stress on the contact between the ground and the concrete block. By default, the concrete block is assumed to be cracked. </p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Check</h2>\n<p><strong>Move</strong> to card,<strong> Check</strong> and <strong>Calculate</strong>. The code check proves the failure mode on the anchors. Let's explore more in detail about it.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Let's explore the potential failures for tension, shear, and mutual interaction according to EN 1992-4. </p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Please review the Detailed Check</strong> <strong>of the Anchors,</strong> as it reveals a nonconformity on the first page. <strong>This will inform you of the code-checks that you need to perform manually or using other methods</strong>, as they are not included in IDEA StatiCa Connection. It is recommended that you take the necessary actions to address this issue.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>Due to the failure of <strong>Anchor Check</strong>: </p>\n<ul>\n <li>The problem is caused by the <strong>Concrete breakout resistance of anchors in tension and shear</strong></li>\n <li><strong>This issue can be easily solved in IDEA StatiCa Detail, powered by the 3D CSFM method</strong>. It helps you overcome the model of plain concrete cracked blocks in IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Export</h2>\n<p>The in-house developed application<strong> IDEA StatiCa Connection now features a powerful BIM link into Detail</strong>, allowing for the design and check of reinforced concrete blocks with multiple combinations.</p>\n<p>Prerequisites for export: </p>\n<ul>\n <li>The model has to be<strong> pre-calculated and the results included</strong></li>\n</ul>\n<p>Go to the card <strong>Check -> RC check -> Save.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>The export is allowed only for anchoring topology. The export allows the transfer of:</p>\n<ul>\n <li>The concrete block</li>\n <li>Anchors</li>\n <li>The base plate</li>\n <li>Loads</li>\n</ul>\n<p>Additional information and parameters that are set according to the corresponding settings in the Connection:</p>\n<ul>\n <li>Shear transfer (through Anchors, Shear lugs, and Friction) </li>\n <li>Material</li>\n <li>Anchorage Type: Post installed (Adhesive) /Cast-in place</li>\n <li>Anchorage type at the end: Washer/Straight/Hook/Headed stud</li>\n <li>Friction coefficient</li>\n</ul>\n<h2>5 Design</h2>\n<p>This section will allow you to modify Members, Supports, Loads&Combinations, and Rebar assembly.</p>\n<h3>Support</h3>\n<p>The ground has some stiffness, which should be considered for precise design. The <strong>Surface Support</strong> enables stiffness in all three directions and is set <strong>as default inactive in tension</strong> (boundary nonlinearity).</p>\n<ul>\n <li>Please be cautious while making assumptions about boundary conditions. In the case of nonlinearity, if the moments are quite high, the concrete block's support in tension may turn over during analysis, causing large rotations. This may lead to a divergent model due to the flexible body motion.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ffc00ad-d001-4dbc-976c-89adf199d300/Connection_to_Detail_05-01.png\" data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" alt=\"\"></figure>\n<figure data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Transfer devices</h3>\n<p>The anchors are taken over from IDEA StatiCa Connection. Two types of anchors can be selected.</p>\n<p>Cast-in-place anchors: </p>\n<ul>\n <li>Pre-installed anchors with the same properties in bond as the reinforcement bars</li>\n</ul>\n<p>Post-installed (Adhesive) anchors:</p>\n<ul>\n <li>Post-installed (chemical anchors) with the option to customise your bond strength based on the actual bond strength.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Pay attention to the correct setting of the <strong>Interconnection with a base plate</strong>. In the case of importing the footing from the Connection application, the <strong>Transfer of axial forces</strong> should be <strong>OFF</strong>, and the <strong>Transfer of shear</strong> should be <strong>ON</strong>. The reason is that the anchors are loaded directly by forces. You can read more about this here.</p>\n<p>If you were to design a footing from scratch in the Detail application, both options would be ON. When transferring shear through anchors, the user must determine which anchors will bear the shear force and select the corresponding checkbox. This aligns with EN requirements, which specify that shear should only be assigned to anchors effective for the concrete edge failure check.</p>\n<h3>Reinforcements</h3>\n<p>Set the concrete cover to 40 mm, which will be used as the default value for the reinforcement.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Select the <strong>Rebar-Assembly(1)-->Group of the bars 3D(2) </strong>and filling out the <strong>Diameter</strong>, <strong>Properties</strong> and <strong>Geometry(3)</strong>. </p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the <strong>Surface</strong>. All the other options are retained. </p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copy</strong> the operation and change the options below. </p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copy </strong>the operation and change the options below. </p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Loads and combinations</h3>\n<p>Combinations are taken over from IDEA StatiCa Connection. All the consequences of import are mentioned <br>\nin detail in - Import of anchoring from Connection to Detail.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<p>Let's create the <strong>Self-weight:</strong></p>\n<figure data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ae675a-14f5-4777-bb5a-f71dd34b0b1a/10.png\" data-asset-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" data-image-id=\"02f33d2d-106a-4d90-a851-8c0f8c61cc68\" alt=\"\"></figure>\n<p>Create a combination with Self-weight, and add the coefficient for self-weight = 1.35 according to the codes <br>\nEN 1991-1-1</p>\n<figure data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bfc20268-0bc8-4f33-b60f-d84054bb7d91/10_1.png\" data-asset-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" data-image-id=\"c64cd0ca-4a48-452a-9d54-de2817782887\" alt=\"\"></figure>\n<h2>6 Check</h2>\n<p><strong>Before running the analysis</strong>, we highly recommend <strong>changing the mesh multiplier</strong> to two or three in order to speed up the calculation. This step is not mandatory, but it can reduce computational time and help detect any divergence issues. <strong>If everything works smoothly and no problems arise, you can switch back to a multiplier of one</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4a01a9c-572f-4669-b241-be23f304ca61/11.png\" data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" alt=\"\"></figure>\n<figure data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Results</h2>\n<h3>Equivalent Principal Stress</h3>\n<p>The <strong>equivalent principal stress (EPS)</strong> in concrete is determined based on the volume behaviour of the concrete block. The areas that experience the highest load are identified and highlighted. In order to gain insight into the confinement in contrast with uniaxial compression, the equivalent stress is calculated using the kappa factor. More information about equivalent principal stress is enclosed in this article of the theoretical background.</p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Stress in rebars</h3>\n<p><strong>During the Reinforcement Check</strong>, it is critical to note that the anchor close to the corner is maximally utilised. </p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>When displaying the utilisation of reinforcement, the user can clearly see which reinforcement contributes to transferring the load and preventing the concrete cone failure.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Anchorage</h3>\n<p>Double-check the <strong>Anchorage</strong> settings and activate the <strong>Total Force in Anchors</strong>. The forces in the anchors may vary slightly due to the different calculation approaches regarding the concrete block. The differences are not significant, though. </p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Deformations</h3>\n<p>Move to <strong>Auxiliary</strong> and turn on the <strong>Deformation</strong>.</p>\n<p>It is not necessary to perform a deformation check for ULS, but it is highly recommended to check the deformation after analysis to ensure that the model is not experiencing large deformation, large rotation or any finite element is damaged. This will provide an overview of the analysis results and help identify any issues that may have arisen during the analysis.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Report</h2>\n<p>At last, go to the <strong>Report Preview/Print</strong>. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4087a2b4-ad9e-4564-9db8-8261d88be334/18.png\" data-asset-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" data-image-id=\"b9e3bb7a-638c-4a83-bf3a-441dfca3fe94\" alt=\"\"></figure>\n<p>You have checked the whole connection design according to the codes EN 1993-1-8 and EN 1992-4. 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"value": "<h3>Model Entities</h3>\n<p>We include the following in the Model entity category in the Detail application:</p>\n<ul>\n <li>Members</li>\n <li>Supports</li>\n <li>Load transfer devices</li>\n</ul>\n<p>Only <strong>one Member</strong> can be input, which can be defined as a Rectangle or Polygon shape. A rectangular shape is defined by three dimensions, while for the Polygon option, the shape in 2D space is entered into a table using coordinates, which can then be extracted into space. To define the general shape of a polygon, individual coordinates can be filled in the table, or a copy-paste from a spreadsheet program (such as Microsoft Excel) can be used.</p>\n<figure data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3b0a47fc-ff72-42bc-a92e-0e71786a0412/3D%20Detail%20in%2024.1_5.png\" data-asset-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" data-image-id=\"f5a96a3e-0153-4aa0-985b-1d08626f81b3\" alt=\"\"></figure>\n<p><strong>Surface support</strong> is used to support the model. This type of support can be specified in two ways - two Geometry types.</p>\n<ul>\n <li>Whole surface</li>\n <li>Polyline</li>\n</ul>\n<p>In both cases, you need to choose a reference surface and of course, define degrees of freedom. The support can be defined as elastic and the Compression-only type can be used for a direction perpendicular to the specified surface. In the following figure, we can see the support input on the Whole surface number 4 and the Compression-only option turned off.</p>\n<figure data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fe6a0e9-574a-4ec2-a1cd-4cb423d9817b/3D%20Detail%20in%2024.1_6.png\" data-asset-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" data-image-id=\"f297dae0-f64f-4cd8-9744-1f4ccc55e08e\" alt=\"\"></figure>\n<p>For the second option of polyline input, the same table is available as for Members input. Again, you can use the copy-paste functionality or enter the coordinates manually. The entered shape can be moved along the reference surface using X and Y coordinates or rotated by entering an angle.</p>\n<figure data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08b22614-9fec-47d6-9478-af3d4e4b3097/3D%20Detail%20in%2024.1_7.png\" data-asset-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" data-image-id=\"b3ce1541-7d55-4253-8321-7e4d049be425\" alt=\"\"></figure>\n<p>Note that it is possible to specify a polyline so that the origin of the coordinates is at the center of gravity of the desired shape. The position will then be referenced by the X and Y coordinates to that center of gravity.</p>\n<h3>Stiffness of supports for foundations</h3>\n<p>During modeling, we can consider two cases. If we model anchorage to structure, the supports can be assumed to be infinitely stiff. </p>\n<p>In the case of anchorage into a foundation block, the stiffness must be defined correctly. In addition, the supports must be defined as compression-only. </p>\n<p>The values in the z-direction (stiffness Kz) are taken from the literature according to the appropriate soil type. A specific example can be found in the <a data-item-id=\"bbb22387-28ff-4d24-8681-d3b5aaec5a4c\" href=\"\">tutorial</a>.</p>\n<p> The values depend on the recommendations of the relevant regional literature. Alternatively, the values are obtained from the geotechnical engineer.</p>\n<figure data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd450b6a-46f2-4ac4-b330-24d8d66fdbdd/stiffness.png\" data-asset-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" data-image-id=\"65aef436-ed04-4156-8241-3d64388fcc5d\" alt=\"\"></figure>\n<p>In the horizontal directions (K<sub>x</sub> and K<sub>y</sub>), the situation is less straightforward. Our <strong>general recommendation is to use a value of approximately 1/10 of K</strong><strong><sub>z </sub></strong><strong>together with engineering judgment</strong>.</p>\n<p>A more accurate approach would be to use an iterative procedure, from which we derived our recommendation.</p>\n<p>First, set K<sub>x</sub> and K<sub>y</sub> to very low values (for computational reasons, it is not advisable to set the value directly to zero), but for example 0.1, and examine the reinforcement stresses. </p>\n<figure data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4ca26ec4-3fa8-484c-bef2-62e6b68cb034/stiffness1.png\" data-asset-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" data-image-id=\"e2477daa-f2e2-4401-b423-9edcf724b884\" alt=\"\"></figure>\n<p>Since these low values result in unrealistic displacements, the stiffness should be gradually increased to better reflect reality. <strong>The goal is to achieve more realistic displacement values while keeping the reinforcement tensile stress at the bottom edge close to the original value</strong>, with a deviation of less than 5%.</p>\n<figure data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/68e5b192-a6f6-4316-a1f4-bb29dcca5f1c/stiffness2.png\" data-asset-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" data-image-id=\"561b8248-876d-4e57-a3ef-6c97d4874e79\" alt=\"\"></figure>\n<p><br>\n</p>"
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"value": "<h2>Loading</h2>\n<p>Load cases can be defined in the same way as for 2D reinforced concrete elements. This means that each load case can be assigned either a Permanent or a Variable load type. The Permanent load cases are applied to the model first, and after a successful calculation, the Variable load cases are applied.</p>\n<p><strong>Type of load impulses</strong></p>\n<p>A total of 4 types of load pulses can be added to each load case.</p>\n<figure data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a74896fa-8195-4964-af34-54c00dc063e1/3D%20Detail%20in%2024.1_12.png\" data-asset-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" data-image-id=\"ca78fcb3-3528-4ad1-a6b6-17ede27c812a\" alt=\"\"></figure>\n<p>The definition of <strong>Surface loads</strong> is identical to the definition of Surface support. This means it is possible to specify it in two ways: Whole surface and Polyline. In the case of Surface loads, of course, the load intensity is entered in the three general directions.</p>\n<figure data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74d25ca-9769-43ab-ada4-689cc6d37c8d/3D%20Detail%20in%2024.1_13.png\" data-asset-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" data-image-id=\"07b6e0b2-0d71-4e06-bdf2-8cff67f37999\" alt=\"\"></figure>\n<p><strong>Group of forces</strong> is a load entity that allows you to specify forces in three directions anywhere on the model using a table. It can be referenced to the base plate or the surface of a concrete block. For tabular input, it is again possible to use the copy-paste functionality from the spreadsheet program.</p>\n<figure data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ce5368-7855-4780-9b4e-81644c7f0efd/3D%20Detail%20in%2024.1_15.png\" data-asset-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" data-image-id=\"0634e6d0-942f-473a-86b7-31625d3968b5\" alt=\"\"></figure>\n<p><strong>The self-weight</strong> should be included in every model. For example, concrete foundations loaded with a bending moment will not so easily overturn.</p>\n<p><strong>Point loads</strong> can be loaded directly to the base plate with six internal forces Fx, Fy, Fz, Mx, My, and Mz in the general position. </p>\n<figure data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51aa0fb3-02d6-43a9-af83-0bead2bfc5bd/3D%20Detail%20in%2024.1_14.png\" data-asset-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" data-image-id=\"679a6f05-8131-4366-acc5-17c5110efb3a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3360543b_2063_01ea_8fbf_433cc8bcfd0b\"></object>\n<p>When using a base plate, applying this force directly to a realistic, deformable base plate can lead to unrealistic stress redistribution across the plate, anchors, and concrete. It is therefore more appropriate to use the second option - the stub.</p>\n<p><strong>The Stub</strong></p>\n<p>The stub is represented by a short part of the column above the base plate, which is modeled as a <strong>shell element structure</strong> and behaves as a physically accurate interface between the internal forces and the plate. A standard section database is used.</p>\n<figure data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c713daf-8284-43c3-9f27-7fa9bf3cf6aa/stub%20section.png\" data-asset-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" data-image-id=\"fb8dbcc2-7b7a-4c4e-b46a-c74c0061a7d7\" alt=\"\"></figure>\n<p>The <strong>6-component internal force set</strong> (forces and moments) is applied at a <strong>single point</strong> on the <strong>bottom face of the stub</strong> - i.e. the base of the column.</p>\n<figure data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6dac00a1-cae1-4b8a-ba9f-f69efe1685f4/stub%201.png\" data-asset-id=\"3d166953-0a20-4047-a06a-973575dc6226\" data-image-id=\"3d166953-0a20-4047-a06a-973575dc6226\" alt=\"\"></figure>\n<p>Constraints <strong>transfer the forces</strong> to the <strong>top face of the stub</strong>, from where they are naturally <strong>redistributed through the stub</strong> into the base plate, anchors, and concrete.</p>\n<figure data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2b21d544-b060-4bb4-9a1f-cb7b33bc4b4b/stub%20forces.png\" data-asset-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" data-image-id=\"025424a0-cf9c-4e90-90c9-2497919def0c\" alt=\"\"></figure>\n<p>This approach preserves the realistic stiffness interaction between column and plate and eliminates the need for any manual redistribution or artificial assumptions.</p>\n<p><em>The stub was released in </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<h3>Combinations</h3>\n<p>Because the analysis in IDEA StatiCa Detail is non-linear, so-called non-linear combinations are used. 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"value": "<p>The model can be reinforced with Group of bars 3D. This reinforcement type contains many options, which we will go through in the following text. Thus, 4 types of Definitions of bar shape can be specified:</p>\n<ul>\n <li>By two points</li>\n <li>On surface edge</li>\n <li>On surface edge on more edges</li>\n <li>On polyline</li>\n</ul>\n<p>For each of these elements you can of course specify the diameter and material including the Anchorage type at the beginning and at the end of the bars.</p>\n<p>Shape definition of the bar <strong>By two points</strong> is self-explanatory. You need to input two sets of cartesian coordinates X, Y, Z.</p>\n<figure data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44d21a6b-2337-42f2-9269-6d462978d252/3D%20Detail%20in%2024.1_17.png\" data-asset-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" data-image-id=\"26d27e9e-3c46-4c64-888a-d322bd078148\" alt=\"\"></figure>\n<p>Definition <strong>On surface edge</strong> offers a lot of controls to position rebars to the required location. You can input reinforcement bars in more layers with more rebars in one layer with specified distances between bars in and between layers. Of course, it is also necessary to specify the reference surface and edge. Next, you must specify Surface cover, which defines the distance from the reference surface (from surface [1] in the figure below) and Edge cover, which defines the distance of the inserts from the side surfaces (from surfaces [4], [5], and [2] in the figure below), can be specified as From settings or User input. The default cover value (From settings) for the active Project item can be found in the first item of the tree (by default called DRM1) item of the tree. This was defined at the beginning of this article. The edge cover can be set as a unique value for each Group of bars.</p>\n<figure data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3049c8df-96cb-45b4-a358-563dff3b7a57/3D%20Detail%20in%2024.1_18.png\" data-asset-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" data-image-id=\"27728865-247a-4853-aad3-6ea5b9339f89\" alt=\"\"></figure>\n<p>Lastly, Position on edge can be edited for this type of entry. For example, as shown in the figure below, it is possible to specify the reinforcement so that the User-defined Edge cover is applied only to the bottom surface [5]. The side surfaces are controlled by the Extension of the beginning and end.</p>\n<figure data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db466f5c-ac90-4f3c-b03d-973d71a6c08a/3D%20Detail%20in%2024.1_19.png\" data-asset-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" data-image-id=\"ce254094-8199-4034-9f04-4f701dc94a04\" alt=\"\"></figure>\n<p>Another type of definition is <strong>On surface endge on more edges</strong>. Here it is possible to specify a list of edges or surfaces on which the reinforcement will be placed, together with a list of cover layers for each surface as shown in the following figure.</p>\n<figure data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5663b6e-2ff9-4747-b43b-5890e78d8457/3D%20Detail%20in%2024.1_20.png\" data-asset-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" data-image-id=\"b0b0fd86-69ac-4d1b-b51f-7b4fbf6a6e43\" alt=\"\"></figure>\n<p>The cover can also be specified using the From settings option, as with the previous one. Again, it is possible to offset the reinforcement from the reference surface using the Surface cover and specify the Number and Distance of layers. It is also possible to lengthen or shorten the ends from the First edge and Last edge.</p>\n<figure data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/460353ff-98b8-4f6b-b634-d568076e73b6/3D%20Detail%20in%2024.1_21.png\" data-asset-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" data-image-id=\"3e6c449a-e84c-4baa-a169-d466bc8c44b1\" alt=\"\"></figure>\n<p>The last way of defining the reinforcement is <strong>On polyline</strong>. As in the model entities mentioned above, the reinforcement can be specified using a list of coordinates copied from a spreadsheet program. 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"value": "<p>The display of the results is very similar to 2D Detail. However, there are some major differences, especially when it comes to results on concrete and results of anchors. In the following section, we will go through all the available results, focusing on the differences mentioned. In the check tab you can view a total of 4 types of results:</p>\n<ul>\n <li>Summary</li>\n <li>Strength</li>\n <li>Anchorage</li>\n <li>Auxiliary</li>\n</ul>\n<p>Stress flow in <strong>Summary</strong> results shows you the vectors of compression principal stresses in concrete and utilization of the reinforcement and anchors to give you a basic overview. </p>\n<figure data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/16a3dc20-3ec5-4f7e-8b4b-a1c7bec676fb/summary.png\" data-asset-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" data-image-id=\"e2d1a117-aea9-47f1-a2fa-a0d60da64b5f\" alt=\"\"></figure>\n<p>In the <strong>Strength</strong> check you can display the redistribution of stresses and strains for oncrete. In the top ribbon in the Results toolbar, you can control what will be displayed. It is also possible to display, the ratios <em>σ</em><em><sub>c,eq</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε/ε<sub>lim </sub>as well as the plastic strain, the level of triaxiality <em>σ</em><em><sub>c3</sub></em><em>/σ</em><em><sub>lim</sub></em>, and the direction of principal stress for concrete. All results in the Strength are related to the Ultimate Limit State.</p>\n<p><em>Note: You may notice that the Equivalent Principal stress σ</em><em><sub>c,eq</sub></em><em> is zero just below the compressed base plate. Please read the </em><a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical background</em></a><em> where the σ</em><em><sub>c,eq</sub></em><em> is defined. Or you can go through this verification article, where this phenomenon is explained and verified using a well-known tri-axial test: </em><a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><em><strong>Tri-axial stress – the active confinement effect</strong></em></a></p>\n<figure data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2efa22fa-febb-4326-9d73-378ecfb8848a/concrete.png\" data-asset-id=\"6044deec-0f99-492f-9c6b-440506868594\" data-image-id=\"6044deec-0f99-492f-9c6b-440506868594\" alt=\"\"></figure>\n<p>Materials can be switched in properties. </p>\n<p>The check for <strong>reinforcement </strong>is performed in a very similar way, where we again compare the limit values with the calculated stress/strain - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<figure data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e6d9580-02e3-4205-8956-88aa990dfd8d/reinforcement.png\" data-asset-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" data-image-id=\"d304c6e1-8900-4451-b79c-0ed19924ecbc\" alt=\"\"></figure>\n<p>For or <strong>anchors</strong>, we have two checks. One is the same as for reinforcement — comparing the limit values - <em>σ</em><em><sub>s</sub></em><em>/σ</em><em><sub>lim</sub></em>, and ε<em><sub>s</sub></em>/ε<sub>lim.</sub></p>\n<p><em>Note: You may notice that each anchor is verified in several positions, which are automatically calculated as extreme cases.</em></p>\n<figure data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3dba5b5-ed01-42b4-82d1-0a914e302cb3/anchors-old.png\" data-asset-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" data-image-id=\"dc40c3de-4ca0-4d4d-b7fd-8346b1ee32e1\" alt=\"\"></figure>\n<p>In addition, we have <strong>Eurocode-based checks</strong>, which are done empirically according to the standard. The specific standard considered can be seen in the settings, where it is also possible to select a different one depending on the type of anchorage used, as well as the required standard based on regional practices.</p>\n<figure data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/85ad583f-0c32-4bc0-a6e6-b4254403a260/anchors-news.png\" data-asset-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" data-image-id=\"836dbe8a-954a-4c71-8298-9d496e415a9a\" alt=\"\"></figure>\n<p>Implemented codes: <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<figure data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5bb44c32-ea38-4d62-b19c-2af924bb4b38/settings.png\" data-asset-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" data-image-id=\"a7f6c418-856b-42e0-8fa1-e7f5c71d9928\" alt=\"\"></figure>\n<p><strong>Anchorage</strong> check gives you information about bond stress and total force on the reinforcement and anchors.</p>\n<figure data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e81fbb89-f33d-4bc8-9ead-f589ab619a68/anchorage.png\" data-asset-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" data-image-id=\"ffa8d495-d3a9-41c6-b6d0-0c7126c715fa\" alt=\"\"></figure>\n<p>Last but not least, you can view the <strong>Auxiliary</strong> results in the application - Deformation, Reinforcement ratio, and Tensor concrete values. The first type, Deformation, can display scaled deformations of the ULS non-linear model.</p>\n<figure data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dfe1125a-b913-44a9-a3c8-b9f9cf07771f/3D%20Detail%20in%2024.1_32.png\" data-asset-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" data-image-id=\"62cfba5e-30c5-4a85-b7b8-eec07270adff\" alt=\"\"></figure>\n<p>The Reinforcement ratio shows the values used to compute the Tension stiffening effect.</p>\n<figure data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0d4c684-9763-4ef8-be1f-4640190d2f42/3D%20Detail%20in%2024.1_33.png\" data-asset-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" data-image-id=\"76f86fb7-a860-4ae8-ac6f-0de2f2ccebd3\" alt=\"\"></figure>\n<p>Tensor concrete values allow you to display the intensities of principal stresses in concrete and their direction. </p>\n<figure data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36dd29bb-58c1-4757-a5de-af9855d4b89d/3D%20Detail%20in%2024.1_34.png\" data-asset-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" data-image-id=\"220e43f2-2bc0-4244-8630-a44c2842efe3\" alt=\"\"></figure>\n<p>The result sections can also be used.</p>\n<figure data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6e196536-83ed-4dc9-a1f8-1d8c4e1d2bb4/3D%20Detail%20in%2024.1_35.png\" data-asset-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" data-image-id=\"1db7a078-6257-437d-8cbd-cdd49840eedb\" alt=\"\"></figure>"
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"value": "<p>One could say, \"Just design what the standard explicitly allows us.\" But let’s do a reality check: that’s simply not how it works, whether for the tight spaces or technical and architectural requirements. And so, <strong>anchoring</strong> that could be considered \"on edge\" (figuratively) – or better said, specific types of anchoring – can be seen all around us. Many cases are precisely calculated and verified with more advanced methods (even if it may have taken an excessively long time). However, many cases have probably not been assessed as thoroughly as they deserve. </p>\n<p>IDEA StatiCa has been changing and pushing forward the design of steel connections, steel and concrete members, and concrete details for some time now. It's not about simplification of the workflow through computerized calculation, it's mainly about the innovative methods that allow us to design the previously unthinkable. Our latest achievement, <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">the release of<strong> </strong>IDEA StatiCa Detail for 3D</a>, again extends the design possibilities further than before.</p>\n<p>Whether you belong to the group that struggles with anchoring designs for days or relies solely on experience but then doesn't sleep soundly, read on.</p>\n<h2>Doors to new possibilities</h2>\n<p>If you are involved in anchoring structures, you can probably think of several cases that have given you a hard time. Here are a few examples that we have recently identified as very difficult to design using only standard practices. But, with the help of our tools <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA Statica Connection</a> and Detail, it is becoming possible to design in a relatively reasonable amount of time.</p>\n<figure data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/780251c6-3891-4619-bb38-3d596504d746/47.png\" data-asset-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" data-image-id=\"4f7d8ad6-f3ea-48e3-944d-d7e7f74afe0e\" alt=\"\"></figure>\n<p><em>Figure 1: Multiple anchoring into one concrete block</em></p>\n<ul>\n <li><strong>Anchoring near the edge</strong> – Anchoring close to the edge is almost impossible to design without reinforcement due to the way concrete fails (cone failure and others). Assessing anchoring in reinforced concrete is labor-intensive on its own – see this article for more details: <a data-item-id=\"59e15abb-bdc7-40fb-a4eb-0f6902aded0a\" href=\"\"><em>You no longer have to struggle with anchoring design</em></a>. However, Detail (3D mode) is specifically designed for such cases – <strong>reinforced concrete</strong>. By adding reinforcement, we can prevent failure modes that would otherwise occur in plain concrete. At the same time, using an advanced FE method (3D CSFM) and implementing it in Detail makes a very complex task relatively simple.</li>\n</ul>\n<figure data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d5704cf-d648-4f17-b2b6-62cfa3db7dff/48.png\" data-asset-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" data-image-id=\"be4ef956-31d1-4b1a-b023-e625badc0075\" alt=\"\"></figure>\n<p><em>Figure 2: Examples of anchoring near to an edge in Connection (including steel members) and in Detail (including reinforcement)</em></p>\n<ul>\n <li><strong>Multiple anchoring close together</strong> – The problem that we have with close anchoring is that the cones interact with each other. No guide can directly advise us on how to assess these cases. In the commonly used literature, whether EN or fib guide, we find more or less only conditions and limitations that we can conservatively consider. They simply advise us to use distances that allow us to assess cones individually. But as soon as we don't fit into these conditions, we're doomed. However, in Detail, since we have an advanced FE-based method, we can analyze the complex behavior.</li>\n</ul>\n<figure data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f15eb41b-7100-4214-a7ef-13a59e5e470a/50.png\" data-asset-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" data-image-id=\"eaf1dd1a-2c9b-48b4-843e-45719d8244c8\" alt=\"\"></figure>\n<p><em>Figure 3: Multiple anchoring into one the wall</em></p>\n<ul>\n <li><strong>Multiple anchoring in general (bridge support on a common foundation)</strong> – A typical situation caused by wind load, where one column of a truss support is loaded by tension and the other by compression. There is a mutual interaction between the concrete cone from the group of tension anchors and the compressive loading from the other column. For such a case, Eurocode does not offer a satisfactory analytical solution, not only because it is inherently necessary to reinforce the concrete foundation, so more advanced analysis such as Detail and its 3D CSFM must be used.</li>\n</ul>\n<figure data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40440901-f325-41b7-b0ac-d5aaee8e2158/49.png\" data-asset-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" data-image-id=\"e8b096ad-95cf-4fa9-a92f-4543de3be101\" alt=\"\"></figure>\n<p><em>Figure 4: Anchoring of a pipe bridge, designed by </em><a href=\"http://www.fevia.cz/\">FEVIA s.r.o</a></p>\n<ul>\n <li><strong>Consideration of existing reinforcement in renovations</strong> – Any renovations or extensions may be another interesting example of the use of anchoring in Detail, as, ideally, the existing reinforcement is included. </li>\n</ul>\n<h2>Problems that arise</h2>\n<p>To sum it up:</p>\n<p>Eurocode specifies failure modes for both tension and shear for anchors and concrete:</p>\n<figure data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f969c3d-f6f7-4d2f-85b7-c1b2b255a107/steel%20failure.png\" data-asset-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" data-image-id=\"ab41c8eb-f59a-419b-942a-d91d522a6f36\" alt=\"\"></figure>\n<p><em>Figure 5: Scheme of failure modes – </em><a href=\"https://people.fsv.cvut.cz/~wald/steel/infaso/InFaSo_Design-manual_II_En.pdf\"><em>Design of Steel-to-Concrete Joints Design Manual II</em></a></p>\n<p>EN 1992-4 is specifically dedicated to the detailed assessment of plain concrete. Most of these concrete failures can be prevented by adding reinforcement, which is even necessary in some cases (see examples above). However, the standard no longer gives us clear guidance on how to deal with this.</p>\n<p>Another problem arises when concrete cones interact with each other – Eurocode and other literature (<em>fib bulletin 58</em>) only give conditions for when and how these cones can be checked separately.</p>\n<figure data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/827c9372-8a77-4aaa-9328-7d9040b57224/Picture1.png\" data-asset-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" data-image-id=\"97104888-d54b-4e4b-aa4e-45613c46acb0\" alt=\"\"></figure>\n<p><em>Figure 6: CEB-FIB: Bulletin 58 – Design of anchorages in concrete (2011), chap. 1.2</em></p>\n<p>We know the issues that can occur during the design, but what to do about it? Give up or...</p>\n<p>...find a solution.</p>\n<h2>The solution </h2>\n<p>Detail can solve the cases above very efficiently. It allows the assessment of the<strong> influence of reinforcement</strong> on the load capacity and also allows the assessment of the<strong> cases not covered by the standard</strong>. In combination with Connection, it is then possible to obtain comprehensive standard code checks for all types of failures. </p>\n<p>Much has already been written about both applications, but it certainly doesn't hurt to add a brief comparison and a few resources for a deeper understanding of the methods:</p>\n<ul>\n <li><strong>IDEA StatiCa Connection</strong> – focused on assessing steel connections, including anchoring in concrete. The anchors are assessed <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">according to empirical formulas</a> in accordance with the standard. The concrete block is modeled using the \"<em>Winkler</em>\" scheme, so the possible assessment is for <strong>plain concrete only.</strong></li>\n <li><strong>IDEA StatiCa Detail</strong> – The model in Detail is from the final elements, including the reinforcement. Due to the basic assumption that all the tension is transferred by the reinforcement (in concrete, the tension is neglected), the solution is only suitable for <strong>reinforced concrete</strong>. Using <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>, we obtain the stresses of concrete and reinforcement/anchors, which are evaluated with limit values from Eurocode. In addition, we get a realistic idea of the behavior of the structure, such as stress flows and deformations. The 3D CSFM method included the effects of tri-axial stress. </li>\n</ul>\n<figure data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00f6e5c6-b8e1-4fc9-b714-92d4bf55b90b/51b.png\" data-asset-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" data-image-id=\"9848dfae-2b61-49ae-97b2-c855e05a7cb6\" alt=\"\"></figure>\n<p><em>Figure 4: Comparison between Connection and Detail (input and models)</em></p>\n<p>As said, a combination of both is needed for a complete assessment. For efficient work, <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">an import from Connection to Detail</a> is enabled, including additional parameters and loads. </p>\n<p>To understand the method, you can proceed to the <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><em>Theoretical Background</em>.</a> To catch up with functionalities, go to the <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><em>Release Notes</em></a>. </p>\n<h2>What are you going to do?</h2>\n<p>3D Detail (with CSFM) represents a significant step forward, enabling the design of more complex cases with confidence. While some may feel apprehensive about this progression, the technologies at our disposal allow us to achieve more than ever before – so why not embrace their potential? Progress is both natural and inevitable.</p>\n<p>At IDEA StatiCa, we see anchoring as just the beginning. 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"value": "<p>Whether it’s limited space for <a data-item-id=\"59463c40-8535-5ff4-bbae-00bd91ef7bfa\" href=\"\">anchoring</a>, an unconventional architectural layout, anchoring close to the edge, the need to fasten steel to irregular concrete shapes, or the demand from the construction site to design cast-in plates, these special cases demand more than just typical solutions. That’s exactly where the real design challenge begins.</p>\n<h3>How do structural engineers actually deal with these situations?</h3>\n<p>It starts with assumptions and a lot of manual work and calculations. Hours are spent iterating designs and code-checking. More than often analysed designs lead to unnecessarily oversized footings and plates due to concrete breakouts: </p>\n<ul>\n <li>Concrete edge failure</li>\n <li>Concrete cone failure</li>\n <li>Combination of failures</li>\n</ul>\n<figure data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6505d0c4-6232-48ae-b997-b532639234ec/Failure%20modes%20of%20headed%20and%20post-installed%20fasteners%20under%20shear%20or%20tension%20load.png\" data-asset-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" data-image-id=\"151c74ad-83b9-4383-bb76-4c1ba55b0283\" alt=\"\"></figure>\n<p>Take anchoring near the edge, for example. Without reinforcement, it's almost impossible to pass a code-check for concrete edge or cone failure. When anchors are close to each other, you’re suddenly dealing with interacting cones—something most codes advise avoiding altogether. But what do you do when your layout simply doesn't allow for the recommended spacing? </p>\n<p>Supplementary <a data-item-id=\"f8f296ba-28df-48f3-a1de-0c528bfeba11\" href=\"\">reinforcement needs to be considered</a>. <em>Eurocode 1992-4 - Design of concrete structures - Part 4: Design of fastenings for use in concrete </em>recommends establishing an appropriate strut and tie model. </p>\n<figure data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56b7651a-af9f-403b-a261-570a8b5b7cbc/1992-4%207.2%20Fastening.png\" data-asset-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" data-image-id=\"a432e762-6ae1-40b0-9c18-1b74e1414281\" alt=\"\"></figure>\n<figure data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02c940c4-4beb-4747-bd51-034436d0a8aa/1992-4%207.10%20Fastening.png\" data-asset-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" data-image-id=\"e928e42a-7207-4ea5-8549-a1d737bf85b4\" alt=\"\"></figure>\n<p>But what if an atypical shape of concrete block throws a spanner in the works?</p>\n<h3>Tackling anchoring challenges of non-standard concrete block geometries</h3>\n<p>Especially when dealing with irregular geometries or unique layouts that go beyond standard textbook cases, the process is not only time-consuming but also leaves too much room for uncertainty. In such cases, the general shapes can be unpredictable, making it crucial to carefully consider edge distances on all sides. Embedment depth may vary due to differences in block thickness or anchor positioning, and the anchors themselves may not be in the same plane.</p>\n<p>In <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">the latest release of IDEA StatiCa</a>, we’ve added powerful new capabilities to help you design and code-check anchoring in the real-world conditions that do not follow the textbook.</p>\n<p>You can now <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">design and code-check almost any shape of concrete block</a> for anchoring. Whether it’s a pedestal, non-rectangular anchor blocks, extensions of strip foundation, any shape of a wall, or a custom geometry required by architects.</p>\n<figure data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aba34d6e-04e8-4ee6-a3c8-824645dc772e/Atypical%20shapes.png\" data-asset-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" data-image-id=\"9c29151c-766c-430d-86e1-e00a3c71ad64\" alt=\"\"></figure>\n<h3>Reinforcement-aware design of cast-in plates</h3>\n<p>In the construction industry, it's common to encounter supporting structures that incorporate both steel and concrete elements. The concrete components often play a key role in providing lateral stability to the steel framework. These elements are typically linked through the use of <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">cast-in plates</a>. Cast-in plates offer reliable anchorage, moreover, they can be fabricated to minimize drilling on construction site. Plates sit flush with the concrete surface, allowing clean and level connections. Cast-in plates are especially favored in applications such as façade support systems, steel frame connections in hybrid concrete-steel buildings, elevator guide rail supports, anchoring mechanical equipment, bridge bearings, and precast concrete panel connections.</p>\n<p>But while their applications are broad, the design can become significantly more complex. The axial forces are resisted by reinforcement in the concrete, which is welded to the steel plate to transfer the load through bond with the concrete. Shear studs, anchors or shear lug resist the shear forces.</p>\n<p>The design resistance of the embedded elements is highly dependent on the position of the concrete reinforcement, especially if the cast-in plate is positioned close to the edge (supporting façade systems).</p>\n<figure data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/766999ec-9cde-4c42-85ba-863e5bfb25d0/Cast-in%20plate%20-%20position%20of%20reinforcement.png\" data-asset-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" data-image-id=\"f7006918-db7e-45e1-a67e-a6cb53c0ffc4\" alt=\"\"></figure>\n<p>Detail (with CSFM 3D) automatically takes into account the reinforcement near the cast-in plate, which can significantly increase the loading capacity. 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"value": "<h2>Version 25.0 highlights</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4577f87e_589e_0139_aedf_e89eab10e893\"></object>\n<h2>Design anchoring in concrete the way you need</h2>\n<p>If you're regularly designing anchoring in reinforced concrete, especially with cast-in plates or pedestal bases, you’ll immediately notice the performance jump. With the solver overhaul in 25.0, anchoring models that used to run in 15 minutes can now be completed in just three.</p>\n<p>And it’s not just about speed. You now have cleaner, more versatile modeling tools. <a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">Want to define cast-in plates with U-, L-, or I-shaped rebars</a>? You can do that in seconds, and reinforcement behavior adapts as you'd expect. <a data-item-id=\"66c5106a-42a9-49a9-9e0c-0fa806b495c3\" href=\"\">Need a custom foundation shape or a multi-level pedestal</a>? Use Boolean operations to carve out exactly what meets your requirements.</p>\n<figure data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/736aa3ef-d821-4660-a3cf-5be8e2fd94ac/Boolein_05.png\" data-asset-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" data-image-id=\"2ce29a5c-52c7-4857-8014-7fefe1afe6b6\" alt=\"\"></figure>\n<h2>Cut setup time with Parametric Templates</h2>\n<p>Manually building steel connections from scratch, or digging through old Excel sheets for reference, slows you down. That’s why version 25.0 introduces a smarter way to design: with over 200 ready-to-use parametric templates you can drop into your project through the new <a data-item-id=\"cc99ba50-ed96-445b-b357-96fbd857ba58\" href=\"\">Connection Wizard</a>.</p>\n<figure data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6b87ac5-5963-4b17-8d3d-aa097d95a325/Combination%20of%20parametric%20template%20and%20unrelated%20operations%200.png\" data-asset-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" data-image-id=\"b02ee5e6-71dd-4e7c-9d79-8e6e1e0c17b1\" alt=\"Combination of parametric template and unrelated operations\"></figure>\n<p>Select a joint, adjust the inputs, and watch the 3D preview adapt in real-time. Each template is validated and guided by safe input rules. If you push a parameter too far, you’ll get a warning. If you’re just getting started with IDEA StatiCa, these templates are the quickest way to produce reliable, code-checked designs.</p>\n<p>Need more control? You can “explode” any template into editable operations, giving you full control over the geometry, welds, bolts, and all the elements. You can also build company-specific libraries to standardize workflows and create re-usable templates.</p>\n<h2>Select just the critical connections in Checkbot</h2>\n<p>Got a model with hundreds, or even thousands, of connection nodes? You don’t have time to repeat connection setups one by one. <a data-item-id=\"7ba21733-7480-4d32-8a69-19128290b53a\" href=\"\">IDEA StatiCa Checkbot in version 25.0</a> has been upgraded to handle massive projects effortlessly.</p>\n<figure data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcdcdc0f-f978-415f-8d66-a776df5f5563/Bulk%20workflows%20and%20critical%20load%20filter%20in%20Checkbot%2000a.png\" data-asset-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" data-image-id=\"9d501ae3-3f0f-43b8-868f-1382418e143b\" alt=\"Bulk workflows and critical load filter in Checkbot\"></figure>\n<p>Define a single reference connection with your member types, settings, and force direction. Checkbot automatically groups similar nodes and applies those parameters across the model. That means no more re-entering the same information 50 times. Just one setup, shared across the structure.</p>\n<p>Plus, with the new load extremes filter, out of up to 1,000 load effects, Checkbot pinpoints the critical few. Less computing time, fewer distractions, and no risk of missing the scenarios that actually matter. Once your checks are complete, generate reports in bulk. Choose between detailed outputs or summaries and export everything to PDF with a click.</p>\n<h2>Global-ready workflows</h2>\n<p>If you're working under ACI standards, or collaborating globally, no problem. IDEA StatiCa 25.0 includes full support for <a data-item-id=\"fbf41a21-2c16-4d27-875f-415de12ebcff\" href=\"\">ACI 318-19</a> in both steel and concrete design environments, with terminology that can be toggled between U.S. and UK English.</p>\n<p>In Australia, <a data-item-id=\"7ddfda28-482b-412a-8712-c4bd8c1616e9\" href=\"\">engineers can now work with region-specific code environments</a> fully covering tasks for 2D Detail. And for engineers in China, the GB anchoring code-check has been updated to reflect the latest local requirements.</p>\n<p>Precasters, <a data-item-id=\"aa86833c-cb6b-40d4-956e-f08c3940ec10\" href=\"\">can now export both tendon geometry and mapped reinforcement directly from Beam to Detail</a>, without needing to remodel the geometry and materials. And with <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">RCS now checking for lateral buckling for geometrical imperfections and construction or transport stages</a>, all in a single workflow.</p>\n<figure data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4dee2642-b908-492e-9ae6-f1727c60e720/Export%20from%20BEam%20to%20Detail_04.png\" data-asset-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" data-image-id=\"936b32a4-417b-4991-9a53-0e5f7a81c045\" alt=\"\"></figure>\n<p>To get a complete picture of what IDEA StatiCa version 25.0 contains, be sure to check out the <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">release notes</a>, download the latest version, and try it out for yourself using the link below. We cannot wait to hear your feedback!</p>\n<p>You can also sign up for our <a data-item-id=\"0e158996-3bdb-4968-8195-7147e1ed0727\" href=\"\">release webinar</a> to hear a more in-depth guide to the new release from some of the team that is behind bringing you this latest version.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<p><br></p>"
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"value": "<h2>1. Why did the calculation stop early?</h2>\n<p>The stop criteria in the 3D CSFM model ensure simulations halt at defined limits, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">Solution method and load-control algorithm for 3D CSFM</a> in the theoretical background for IDEA StatiCa Detail. By default, the \"Stop at Limit Strain\" option is active, stopping calculations when some of ULS criteria are reached. Utilization is checked for concrete, reinforcement, and anchorage. Concrete strain is limited to 5 % in compression and 7 % in tension due to convergence needs. Rebar plastic strain is capped at 5 %, while anchorage uses slip-based limits, not bond stress. This could be caused by several reasons. The most common reason is missing reinforcement. Divergence errors may also arise from an improperly supported model, leading to excessive deformation. Another reason can be that the design is not satisfying for the specified load and is simply overloaded.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. What types of supports can be used in Detail?</h2>\n<p>In 3D detailing, surface supports can add stiffness in all directions. By default, supports are compression-only (gray button), which can cause structures to \"fly away\" due to a lack of tension resistance. To allow tension, toggle the button to white. There are two different suggested approaches: </p>\n<p>1) Use default compression-only support for footings resting on ground, but remember to manually apply self-weight, as it's not exported from IDEA StatiCa Connection. </p>\n<p>2) For submodels (e.g., balconies, pedestals...) with continuous rebars, use standard support and continuous bar anchorage. This adds single-point constraints, ensuring proper force transfer and avoiding errors like concrete cover peeling or model divergence. Without it, models may fail due to strain limits (e.g., 7 % in tension). </p>\n<p>For detailed information about the functionalities of Detail 3D, see <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Full functionalities of Detail 3D</a>.</p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Why is it so important to follow the detailing rules?</h2>\n<p>The designed reinforcement should follow code-based detailing rules (e.g., supplementary reinforcement for tensile and shear force transfer according to EN 1992-4). Detail 3D ensures proper force flow: compression zones in concrete and tension in rebars. Proper reinforcement is essential as concrete doesn’t transfer tension. Detailing rules are not automated—users must apply them manually, and it is the structural engineer's responsibility to reinforce the concrete block in the correct way. </p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. How do I model shear force transfer correctly?</h2>\n<p>Shear force in base plates can be transferred via friction, anchors, or shear lugs, but only one method can be used at a time. For friction, ensure correct load case sequencing: apply compression (permanent) first, then shear (variable). If done incorrectly, the base plate may \"fly away.\" </p>\n<p>With a proper loading sequence and the friction coefficient set to 0.25, shear force can be transferred for 25% of the compression force. For shear-lugs, full shear force is transferred through them, but they aren't checked in IDEA StatiCa Detail. First, check the shear lugs in IDEA StatiCa Connection, then import into Detail. Load transfer in concrete blocks follows typical stress paths (flanges/web) based on load direction. For anchors, the user can define which anchors are effective for shear transfer. Still, they also aren't checked for shear in Detail—so verify their capacity first in Connection before simulating in Detail. </p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. What to consider when exporting from Connection to Detail?</h2>\n<p>The loads can be applied directly to anchors (tension, compression, shear) or the base plate (all six internal forces). Anchors and base plates are modeled as separate elements, so the force transfer between them must be manually activated through constraints. </p>\n<ul>\n <li>When exporting the anchoring model from IDEA StatiCa Connection (e.g., see <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM link Connection to Detail - Eccentrically loaded anchoring</a>), axial force transfer between anchors and the base plate is turned off to avoid unwanted additional prying of the base plate. </li>\n <li>Alternatively, when modelling from scratch and applying load directly on the base plate, the user has to activate axial and shear transfer between the base plate and anchors.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. What stiffness of the base plate should be set?</h2>\n<p>Setting the correct stiffness of the base plate is also important. Three models are compared in the following figure: </p>\n<ul>\n <li>a flexible base plate exported from Connection, </li>\n <li>a flexible base plate modeled directly in Detail 3D with a load applied at a single point, </li>\n <li>and a rigid base plate with increased thickness, with a load applied at a single point. </li>\n</ul>\n<p>Results showed that flexible plates modeled directly in Detail 3D produce inaccurate stress distributions and artificial prying effects. The rigid plate eliminates these issues, giving results consistent with the Connection export. Anchor forces were similar in the first and the third models, but the second (flexible plate in Detail 3D) overestimated anchor forces by over 30 %, making it an incorrect approach. Therefore, if not exporting from Connection, and loading at a single point, to get the interaction between the base plate and concrete as close to reality as possible, the suggestion is to use the stiff base plate.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8d4076e6_85ee_0108_1893_42f54e5d6b8c\"></object>\n<h2>7. What about the contact stress?</h2>\n<p>In Connection, setting a Contact between two steel plates and displaying the contact stress is possible. However, it is a known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">here</a>) that the contact stress between steel plates is neglected during the export from Connection to Detail.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<p>There are two consequences of this for the Detail model:</p>\n<ul>\n <li>Part of the load is missing completely.</li>\n <li>Imported loads are not in equilibrium, and the model can not be calculated because of huge base plate deformations and analysis divergence.</li>\n</ul>\n<p>How to resolve this limitation? There are two options:</p>\n<ul>\n <li>Modify your model in the Connection app so that there is no contact between plates, generating contact stresses. Operations <strong>End Plate</strong>, <strong>Splice</strong>, and <strong>Stiffening plate</strong> (input type <strong>Doubler</strong>) automatically generate contact in the background!</li>\n <li>Delete the load effects exported from the Connection model; select the base plate and change <strong>Load type</strong> to <strong>Column</strong>; add a new <strong>Load case</strong> and a <strong>Load impulse,</strong> and input the internal forces as in the Connection model.</li>\n</ul>\n<figure data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6faacfec-06c2-4cfc-b034-bdd42090afea/What%20about%20the%20contact%20stress%2002.png\" data-asset-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" data-image-id=\"5d5f9721-c273-45b9-9af4-e36504b8656d\" alt=\"\"></figure>\n<h2>8. Why does bond stress exceed 99,9 % so fast?</h2>\n<p>In most models, bond stress in anchorage exceeds 99,9% utilization for very low tension load levels. The reason can be found in the bond stress-strain diagram between the anchor/reinforcement and the concrete, as shown in the figure below. The bond reaches its ultimate stress rapidly, and any further loading leads to plastic deformation of the bond. To determine the ultimate bond stress for the adhesive anchors, see the article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Bond strength for anchors in Detail 3D</a>.</p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. How should I manage mesh settings?</h2>\n<p>Mesh quality is crucial for 3D simulations, especially for nonlinear problems, as it directly impacts calculation time. The mesh multiplier ranges from 0.5 to 5, with 1 being the default. Using a factor of 5 speeds up simulations, helping identify errors, but results may be inaccurate (over 30% error). After verifying the model, the suggested factor is 1 or lower for accurate stress and strain, which increases analysis time. A coarse mesh (higher factor) is used for predesign, while a finer mesh (lower factor) provides more accurate results in the final simulation, especially around anchors.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h2>10. Is it possible to import multiple anchorings?</h2>\n<p>Yes, it is. And what happens after exporting the multiple anchoring from Connection to Detail? Two or more concrete blocks are imported to Detail depending on the number of base plates in the Connection, where every base plate has its own concrete blocks. The known limitation (see <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Known Limitation for Detail 3D</a>) is that multiple solid blocks are not supported in Detail. So the user has to delete all blocks besides one, and relate all the other base plates to that block. Then, the correct anchor and weld forces distribution is reached.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h2>Conclusion</h2>\n<p>The 3D CSFM in IDEA StatiCa Detail is a powerful tool for modeling nonlinear concrete and rebar behavior, ensuring compliance with Eurocode and ACI. It effectively handles bond interactions, tension and compression zones, and reinforcement layouts, offering robust anchoring and load transfer solutions. The criteria ensure that calculations stop when critical strain limits are reached, and proper reinforcement detailing is essential for realistic results. Mesh quality is crucial for accurate simulations, with finer meshes providing better precision at the cost of longer analysis times. Supplementary reinforcement, shear force transfer, and correct export settings are also key factors in achieving accurate, code-compliant designs.</p>\n<p>For more detailed information, take a look at the webinar <a data-item-id=\"fe18abc4-7d3c-45ac-97e6-002bf87224ef\" href=\"\">10 Most Frequently Asked Questions for 3D Anchoring</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n52d28e81_1616_01e2_a821_827f1ce6ac7c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ca2405e0_92af_011f_a520_4c427debe025\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2aa41181_a7e4_0123_9223_f5d0a6efae46\"></object>"
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